NYRIP ADDENDUM.pdf - Yap State Government

Department of Public Works & Transportation 

Contracts & Engineering Management Division 

Yap State Government, Federated States of Micronesia 

P.O. Box 327 Colonia, Yap FM 96943 

Tel. no: (691)350-4131, 350-3776 or 3877 Fax no: (691) 350-5225 

Email: contracts@mail.fm 

NORTHERN YAP ROAD IMPROVEMENTS PROJECT 

ADDENDUM NO. 1 

November 29, 2010 

The following changes shall be incorporated into and shall become part of the plans, 

specifications, and contract documents for the project: 

A. Mobilization: 

The Mobilization Payments shall be made for costs associated with establishment of a 

camp, yard, and offices, shipment of equipments, personnel, supplies, and incidentals to 

the project site, and for all other work and operations that must be performed or cost 

incurred before beginning work on the project. 

1. The maximum amount of the mobilization item is limited to no more than twenty (20) 

percent of the total contract price. 

2. The minimum amount of the demobilization is limited to three (3) percent of the total 

contract amount and is within the different bid items. 

3. Payments for mobilization will made as follows: 

a) After the Contractor’s equipment which will be needed on this project, is on site, 

payment of forty (40) percent of the mobilization bid item will be allowed. 

b) After the Contractor’s materials which will be needed on this project, is on site, 

payment of forty (40) percent of the mobilization bid item will be allowed. 

c) After the Contractor’s camp, yard, and offices are established; payment of ten 

(10) percent of the mobilization bid item will be allowed. 

d) After five (5) percent of the contract work, exclusive of mobilization insurance and 

bonds, is complete, payment of the remaining portion is allowed. 

B. Utilities: 

The telephone lines and pedestals, sewerlines, and manholes, waterlines and their 

accessories are within the roadway project easement. The Contractor shall verify the 

location of the utilities prior to excavation on any part of the project. Damages to the 

utilities shall be borne by the Contractor. 

C. Coral Material Dredging: 

A dredge site for this project is located in Yyin, Fanif, Yap. The dredging activities shall 

comply with the agreement between the community of Yyin and DPW&T, Yap State 

Government. Refer to copy of the Agreement. 

The law requires an Environmental Impact Statement report to be prepared and 

submitted to EPA Board for review and approval. The process for scrutiny of the report 

to the level of final approval is lengthy and can easily take up to 90 days. 

When the final approval is made, the mitigation measures shall be implemented 

immediately before and during the actual dredging operation. At this phase, three sets of 

plans shall be prepared and submitted to EPA Board for review and approval. 

Erosion Sediment Control Plan (ESCP) and Environmental Protection Plan (EPP) shall 

be prepared by the Contractor to base upon the approved final EIS. The Water Quality 

Page 1 of 5 

Northern Yap Road Improvements Project - Addendum No. 1 Date: 11-29-2010

Monitoring Plan (WQMP) shall be prepared by the Contracting Officer. The Contractor 

shall comply with the recommendations derived from the WQMP. 

The following are the General Guidelines of said plans. 

1. Erosion and Sediment Control Plan (ESCP) 

The ESCP should include, but in not limited to, the following points: 

• Introduction/Purpose 

• Project Description 

• Project Site 

‣ Existing site description 

‣ Current plant/animal life and habitat 

‣ Current state of coral reef, fish population, other organisms 

‣ Water flow-tides, currents 

• Dredging Plan – Map, Quantity, Methodology, etc. 

• Dredging Schedule 

• Sediment/Turbidity control measures 

‣ Water Quality objectives 

‣ Sediment characterization 

‣ Predicted flow rates and direction 

‣ Control Measures 

o Dredging practices – equipments, methodology 

o Floating turbidity curtains 

o Silt fences – land-based activities 

o Dredging sequencing/timing 

o Berm Construction 

‣ Stockpiling of dredge material 

‣ Disposal of unsuitable material, including vegetation 

‣ Shoreline rock walls 

• Maintenance of protective measures 

‣ Turbidity curtains 

‣ Silt fences 

‣ Berms 

‣ Walls 

2. Environmental Protection Plan (EPP) 

The EPP should include, but is not limited to, the following points: 

• Introduction/Purpose 

• Project Description 

• Protection of natural resources 

‣ Water Resources 

‣ Historical, Cultural, and Archeological Resources 

‣ Biological Resources 

‣ Land Resources – including limits of activities 

• Petroleum hydrocarbon use and storage 

‣ Gasoline 

‣ Hydraulic fluid, diesel, lubricants, grease 

‣ Oily wastes 

‣ General requirements for motorized equipment 

• Erosion and sediment control measures & maintenance – land based only 

• Waste Management 

‣ Dredging/Construction and solid waste 

Northern Yap Road Improvements Project - Addendum No. 1 Date: 11-29-2010 

Page 2 of 5

‣ Sanitary waste 

‣ Chemical waste 

‣ Hazardous waste 

• Air Pollution 

‣ Particualates 

‣ Smokes 

‣ Motorized vehicles/machinery emissions 

• Noise Pollution 

• Typhoon/adverse weather contingency plan 

• Reference 

• Appendix – maps, erosion control measures, silt fence installation 

schematics, etc. 

3. Water Quality Monitoring Plan (WQMP) 

The WQMP should include, but is not limited to, the following points: 

• Introduction/purpose 

• Environmental setting 

‣ Site Description 

‣ Tides/currents 

‣ Sensitive receptors 

• Water Quality criteria and objectives 

• Baseline Sampling – pre dredging 

• Operational sampling – Sampling and Analysis Plan (SAP) 

‣ Sample Locations – weather, current, and tide related; up and down 

gradient 

‣ Sampling equipment and methodologies 

‣ Sample timing – regular and storm events 

‣ Quality Control/Quality Assurance 

• Reporting – format and frequency 

• Corrective measures implementation 

• Training requirements for sampling and testing staff 

• Appendix – Water classification map 

D. Project Sign: 

On commencement of work on this project, the Contractor shall furnish and erect a 

project sign identifying the project in accordance with the instructions of, and in a 

location selected by the Contracting Officer. The Contractor shall maintain the sign in 

good condition throughout the project construction period, and upon completion, remove 

the sign from the premises. No other signs other than those authorized in writing shall be 

allowed on the project. 

E. Unscheduled Items: 

This bill allows for the Contractor to list and price any unscheduled items, which are 

necessary for the completion of the works specified, but which have not been scheduled. 

Prices shall include the cost of all equipment, materials, labor, profit, and overheads for 

the completion of the unscheduled items. 

F. Existing Culverts/Bridges: 

The existing culverts/bridges throughout the entire length of the roadway, for those 

shown on the plans and the others not shown on the plan shall be cleared of vegetation 

and remove of accumulated soils and debris (de-clogging). A list of these culverts and 

bridges with condition of each shall be provided to the Contracting Officer during the first 


Page 3 of 5

month of field work. The cost of this work shall be fitted in the most appropriate item of 

work. 

G. Existing Pathways, Driveways, and Intersections: 

The existing road intersections, driveways, and pathways throughout the entire length of 

the roadway, for those shown on the plans and the others not shown on the plans shall 

remain and shall have improved access from the project roadway to every single one of 

them. The cost of this work shall be fitted in the most appropriate item of work. 

H. Quarry Site: 

If the Contractor needs quarry materials, it therefore shall find the source and make all 

preparatory works and pay any associated costs. 

I. Earth Moving Permit: 

The clearing, grubbing, earthwork, quarry work, dredging work, and hauling of soil 

materials shall have a valid Earth Moving Permit from EPA and shall be acquired by the 

Contractor prior to any earthmoving activities. 

J. Additional Technical Requirements: 

The following set of Technical Requirements shall be added to the project specifications 

and shall become part of the contract documents for the project. The Contractor shall 

carefully review and evaluate the additional provisions and requirements as stated 

herein and inform the Contracting Officer of any discrepancies and conflicting sections. 

The Contracting Officer shall review the issue(s) and shall come up with the 

Information/Instructions within 3 days from receipt of RFI. 

1. Series 100 – Preliminaries and General Description of Works. 

2. Series 200 – Environmental Protection 

3. Series 300 – Acheological Deposits and Recovery 

4. Series 500 – Maintaining of Traffic 

5. Series 900 – Subbase Coarse 

6. Series 1000 – Cement Treated Base Coarse 

7. Series 1100 – Bituminous Prime Coat 

8. Series 1800A – Bituminous Tack Coat 

9. Series 1800B – Bituminous Hot Mix Pavement 

K. Revisions on Final Elevation on Low-lying Areas as shown on Drawing Plans: 

The final road elevation on low-lying areas of the road shall be adjusted as follows: 

From STA 5+00 at Centerline Elevation of 10.10ft, the roadway 

shall be redesign to smoothly connect back to the proposed 

elevation at the preceding station and transition forward to the 

existing road elevation as per Standard Vertical Curve Design. 

Furthermore, the redesign of vertical curves along the Road 

Centerline to STA 68+00 at Elevation 15.63ft shall be treated 

for a uniform connection to proposed elevation at station ahead. 

Second low-lying area is from STA 95+00 at Elevation 8.88ft to 

STA 106+00 at Elevation 15.83ft with the same recommendation 

for redesign work as per indicated guidelines above. 

The third low-lying area is from STA 109+00 at Elevation 25.47ft 

to STA 124+00 at Elevation 23.26ft with the same recommendation, 

also for redesign work as indicated guidelines above. 


Page 4 of 5

Within the low-lying areas, the road superelevation shall remain 

as per original design. The existing ditches, existing sidewalks, 

existing sewer system, shore protection, existing water system 

shall be adjusted as required by the redesign requirements. 

The Contractor is responsible for the re-designing of, but not 

limited to, the Final Elevations, Vertical Curves 

(BVC, PIVC, EVC), Superelevations, Horizontal Curve, Elevation 

at Driveways, Pathways, and Road Intersections, Drainage, 

Concrete Ditch, Sidewalks, Volumes of Cut and Fill. 

The redesigning works shall be finalized prior to Earthwork Activites. 

L. Construction Term: 

The construction duration shall allow for project completion including the rainy months 

from April to December and the difficulties in Materials and Equipments shipment within 

twelve (12) months. 

M. Drainage Crossing at Carraigeway: 

Delete all proposed drainage crossings (culverts) at the following locations: 

1. STA 4+89.21 

2. STA 9+39.40 

3. STA 55+82.31 

4. STA 91+08.81 

5. STA 118+00.43 

6. STA 189+15.82 

N. Existing Retaining Walls: 

The following retaining walls shall not be removed at stations: 

1. STA 20.68 (driveway is located after the existing retaining wall) 

2. STA 106+74.83 to STA 108+44.08 


Page 5 of 5

NORTHERN YAP ROAD IMPROVEMENTS PRELIMINARY EIS 

DETERMINATION 

This Preliminary Environmental Impact Statement is prepared according to Yap State 

Environmental Protection Agency (EPA) regulations Title II - Environmental Impact 

Assessment (EIA), Part II Preliminary Environmental Impact Statement, pursuant to the 

procedures set out in Environmental Quality Protection YSC, Title 18 Conservation and 

Resources. 

The purpose of the draft EIA process is intended to help the general public and government 

officials make decisions with the understanding of the environmental consequences of a 

proposed action, and take actions consistent with the goal of protecting, restoring, and 

enhancing the environment. 

In addition, this process is designed to: (a) integrate the EIA process into early planning of 

projects to ensure timely consideration of environmental factors and to avoid delay; and (b) 

identify at an early stage the significant environmental issues requiring further study and deemphasize 

insignificant issues, thereby defining the scope of the EPA. 

It is not the intent of this process to require an exhaustive EIA for all projects large and 

small. The degree of environmental assessment detail for a project depends upon the 

significance of its potential environmental impact. 

LYON ASSOCIATES 

i


ABREVIATIONS AND 

ACRONYMS 

BMP 

CBD 

CBO 

COM 

COP 

EIA 

EIS 

EPA 

ENSO 

FSM 

IUCN 

MAREPAC 

NBSAP 

NEMS 

NGO 

NTP 

SPREP 

TTPI 

UN 

WSO 

Best Management Practices 

Convention on Biological Diversity 

Community-based Organizations 

College of Micronesia 

Conference of the Parties 

Environmental Impact Assessment 

Environmental Impact Statement 

YAP State Environmental Protection Agency 

El Nino/Southern Oscillation Phenomena 

Federated States of Micronesia 

International Union for the Conservation of Nature and Natural 

Resources 

Marine Resources Pacific Consortium 

National Biodiversity Strategy and Action Plan 

National Environmental Management Strategies 

Non-governmental Organization 

Notice to Proceed 

South Pacific Regional Environment Program 

Trust Territory of the Pacific Islands 

United Nations 

Weather Service Office 


ii


TABLE OF CONTENTS 

1 BRIEF DESCRIPTION OF PROJECT ....................................................................................... 1-1 

1.1 Location ............................................................................................................................ 1-1 

1.2 Brief Description of the Existing Road ............................................................................. 1-2 

1.3 Proposed Road Improvements ........................................................................................ 1-2 

1.4 Scope of Work .................................................................................................................. 1-2 

1.5 Project Schedule .............................................................................................................. 1-2 

2 ENVIRONMENTAL SETTING OF PROJECT ............................................................................ 2-4 

2.1 Geology ............................................................................................................................ 2-4 

2.2 Physical Features ............................................................................................................. 2-6 

2.3 Climate ............................................................................................................................. 2-7 

2.4 Soils & Drainage ............................................................................................................... 2-8 

2.5 Wetlands ........................................................................................................................ 2-12 

2.6 Forests ........................................................................................................................... 2-12 

2.7 Noteworthy Fauna .......................................................................................................... 2-13 

2.8 Noteworthy Flora ............................................................................................................ 2-14 

2.9 Land Use ........................................................................................................................ 2-14 

2.10 Population ...................................................................................................................... 2-15 

2.11 Economic Issues ............................................................................................................ 2-17 

2.12 Cultural History ............................................................................................................... 2-22 

3 GENERAL DESCRIPTION OF PROJECT EFFECTS ............................................................... 3-1 

3.1 Problems with the Existing Road Segments .................................................................... 3-1 

3.2 Disturbances and Threats to Wetlands ............................................................................ 3-3 

3.3 Hydrological & Biophysical Values ................................................................................... 3-3 

3.4 Road Improvement Construction ..................................................................................... 3-3 

4 POSSIBLE ENVIRONMENTAL IMPACT CHECKLIST ............................................................. 4-4 

4.1 Initial Environmental Assessment Checklist .................................................................... 4-4 

4.2 Earth- Will the proposed project result in: ........................................................................ 4-4 

4.3 Air- Will the proposed project result in: ............................................................................ 4-5 

4.4 Water- Will the proposed project result in: ....................................................................... 4-6 

4.5 Plant Life- Will the proposed project result in: .................................................................. 4-7 

4.6 Animal Life- Will the proposed project result in: ............................................................... 4-7 

4.7 Noise- Will the proposed project result in: ....................................................................... 4-8 

4.8 Land Use- Will the proposed project result in: ................................................................. 4-8 

4.9 Natural Resources- Will the proposed project result in: ................................................... 4-8 

4.10 Risk of Upset- Will the proposed project result in: ........................................................... 4-8 

4.11 Population- Will the proposed project result in: ................................................................ 4-9 

4.12 Housing- Will the proposed project result in: ................................................................... 4-9 

4.13 Transpiration- Will the proposed project result in: ............................................................ 4-9 

4.14 Public Services ................................................................................................................. 4-9 

4.15 Utilities ............................................................................................................................ 4-10 

4.16 Human Health- Will the proposed project result in: ........................................................ 4-10 

4.17 Aesthetics- Will the proposed project result in: .............................................................. 4-10 

4.18 Recreation- Will the proposed project result in: ............................................................. 4-10 

4.19 Cultural Resources- Will the proposed project result in: ................................................ 4-10 

4.20 Others- Will the proposed project result in: .................................................................... 4-11 

5 ALTERNATIVES TO MITIGATE ADVERSE IMPACTS ........................................................... 5-12 

5.1 Design Considerations ................................................................................................... 5-12 

5.2 Erosion Control Plan ...................................................................................................... 5-13 

5.3 Monitoring Plan .............................................................................................................. 5-14 

5.4 Traffic Control Plan......................................................................................................... 5-14 

6 THE NEED FOR THE PROPOSED PROJECT ......................................................................... 6-1 

6.1 Summary .......................................................................................................................... 6-1 

7 REFERENCE ............................................................................................................................. 7-2 


iii


ALL THE EXHIBITS 

Exhibit A Ziemer's Observations During Trip To FSM October 28 to November 8, 1990, Yap 

Except 

LIST OF TABLES 

Table 2-1 Seasonal Precipitation Summary from 1953 to 2006 ..................................................... 2-7 

Table 2-2 Monthly Precipitation Summary from 1953 to 2006 ....................................................... 2-8 

Table 2-3 Population Distribution: 1930 to 2009 .......................................................................... 2-16 

Table 2-4 Total Employment by Sector: FY 2002 to FY 2006 ...................................................... 2-17 

Table 2-5 Registered Motor Vehicles in Yap ................................................................................ 2-20 

Table 2-6 Passenger Arrivals and Departures on Foreign Aircraft and Vessels: 2000 to 2007 .. 2-21 

LIST OF FIGURES 

Figure 1-1 Road Improvement Project Limits ................................................................................ 1-1 

Figure 2-1 Geological Map of Yap ................................................................................................. 2-4 

Figure 2-2 Soil Map of Project Region ........................................................................................ 2-10 

Figure 2-3 Soil Map Legend ........................................................................................................ 2-11 

Figure 2-4 Percentage of Land Ownership by State:2001 .......................................................... 2-15 

Figure 2-5 Yap State Population Distribution by Age .................................................................. 2-16 

Figure 2-6 Dollar Value of Local Markets' Purchases of Agricultural Products by State ............ 2-18 

Figure 2-7 Copra Production by Volume (Tons), FSM: 1997 to 2006 ......................................... 2-18 

Figure 2-8 Annual Inflation Rates: 4th Qtr 2004 to 4th Qtr 2006 ................................................. 2-19 

Figure 2-9 Registered Motor Vehicles is FSM: 1999-2006 ......................................................... 2-20 

Figure 2-10 Yap Communication services: 1997 to 2006 ............................................................. 2-22 

Figure 3-1 Existing Watershed Map Along the Project ................................................................. 3-2 

Figure 4-1 Slope Stabilization Matting ........................................................................................... 4-4 

Figure 4-2 Slope Stabilization with Mulching ................................................................................. 4-5 

Figure 4-3 Watering Trucks for Dust Control ................................................................................. 4-6 

Figure 4-4 Secondary Containment .............................................................................................. 4-9 

Figure 5-1 Silt Fencing for Sediment Control .............................................................................. 5-12 

Figure 5-2 Silt Fencing for Cross Section .................................................................................... 5-12 

Figure 5-3 Stormwater Outlet Protection ..................................................................................... 5-13 


iv


1 BRIEF DESCRIPTION OF PROJECT 

1.1 Location 

1.1.1 The project is located in central to northern Yap State in the Federated States of 

Micronesia. The beginning of the project (BOP) is at the hospital intersection with 

the main road to Keng. It proceeds north and end of the project (EOP) terminates 

at the western edge of Tagireeng Bridge. This segment of the road travels along 

the coastline through the villages of Dogor, Makal, Tafgif, Rumuu, and Garfey. The 

approximate length of this road segment is 4.06 miles (6.55 kilometers). See 

Figure 1-1 below. 

Figure 1-1 

Road Improvement Project Limits 

Source: USGS 

LYON ASSOCIATES 1-1


1.2 Brief Description of the Existing Road 

1.2.1 The existing road was constructed in the late 1980’s. The Yap Road Improvements 

- Phase V Soil Investigation Report was in draft form 18 August 1986 by 

Geotesting Inc. It was prepared for GMP Associates, Guam. The As-Built Drawings 

HT-A-01 through HT-A-15 (presumably) prepared by GMP at the same time. 

1.2.2 This project will begin from Yap Memorial Hospital to Tangireeng Bridge. This 

segment of the road is about 4.06 miles (6.53 k) with 2 inches (5 cc) asphalt 

pavement, two-way 9 foot (2.7 m) wide traveling lanes, intermittent concrete 

shoulder on both sides and 4 ft sidewalk on the right side only, reinforced concrete 

culverts, 4 ft (1.2 m) wide concrete line ditch and about 1.4 miles (2.3 k) of slope 

protection. Yap State replaced the asphalt pavement with portland concrete 

pavement in segments of the road particularly that had deteriorated. Most of these 

segments were along the shoreline. The lowest elevation of the existing road is 

apparently 6 feet (1.8 m) above mean sea level. 

1.3 Proposed Road Improvements 

1.3.1 The project scope of work include surface road milling, sub-grade preparation, 

resurfacing of the 4.06 miles (6.53 k) long, 18 feet (5.5 m) wide roadway (no 

widening), elevating the road level to a minimum of 8.00 feet (2.4 m) above Mean 

Sea Level in respect to the global warming effects and upgrade of drainage 

system, walkways, shoulders, curbs, driveways and effected utilities. 

1.4 Scope of Work 

1.4.1 The State of Yap, Department of Public Works and Transportation selected and 

signed a contract with Lyon Associates Inc., based in Honolulu, Hawaii with offices 

in nearby Pohnpei, FSM and Manila, Philippines. 

1.4.2 In part this contract encompasses establishment of ground control, complete 

topographic survey of existing ground conditions, existing road condition, 

location/elevations of all surface and drainage structures and reduction of all field 

data, including, plotting onto plan/profile sheets, preparation of plans, 

specifications, cost estimates, basis of design and design calculations. 

1.4.3 Furthermore, the Consultant shall prepare the preliminary environmental impact 

statement, a climate change report and construction documents. 

1.5 Project Schedule 

1.5.1 The State of Yap, Department of Public Works and Transportation issued the 

Notice to Proceed (NTP) for the design services for this project was issued on 

December 9, 2009. The completion date is September 8, 2010. 

1.5.2 Work shall begin no later than twenty-one (21) calendar days from the issuance of 

the “Notice to Proceed”; 

1.5.3 35% submittal sixty (60) calendar days after commencement of work; 

1.5.4 60% submittal forty-five (45) calendar days after receipt of 35% review comments; 

LYON ASSOCIATES 1-2


1.5.5 90% submittal forty-five (45) calendar days after receipt of 60% review comments; 

and 

1.5.6 Final submittal thirty (30) calendar days after receipt of 90% review comments. 

LYON ASSOCIATES 1-3


2 ENVIRONMENTAL SETTING OF PROJECT 

2.1 Geology 

2.1.1 Yap Islands are located in the western zone of Federated States of Micronesia, 

and comprise four main islands: Yap, Map, Tomil, and Rumong. Yap Islands are 

composed mainly of accretional metamorphic rocks and volcanic rocks, 

accompanied by coral sand and mangrove mud. Yap Islands comprise an island 

arc system on the eastern convergent margin of Philippine Plate, connecting to the 

Palau island arc southward, and to Izu-Mariana arc northward. There are many 

Micronesia islands in the east of Yap islands, such as Ulithi, Woleai, Satawal and 

Ifalik, which are located in the Pacific Ocean plate region, and are oceanic 

volcanics or atolls developed on the descending volcano. 

2.1.2 Basement Rocks in the Yap Islands The geological map in Figure 2-1 is cited from 

(Johnson et al. 1960). The pre-Quaternary rocks are divided into Yap formation, 

Map formation, and Tomil volcanics in order of formation age (Tayama, 1935). The 

Yap formation constitutes the basement and is exposed all over the four islands. 

The Yap formation is composed mainly of greenschist and amphibolite of basalt 

origin. 

2.1.3 

Figure 2-1 

Geological Map of Yap 

Source: Johnson et al., 1960 

2.1.4 The metamorphic grade increases eastward from greenschist facies (western 

coast of Yap island) to amphibolite facies (eastern coast of Tomil island). Among 

three island arcs; Izu-Mariana, Yap and Palau, the metamorphic rocks occur only 

on the Yap arc. Both tholeiite and calc-alkaline rock series common in island arc 

LYON ASSOCIATES 2-4


region are observed in the Palau arc, but no metamorphic rocks (Nedachi et al., 

1996). The Yap formation is derived from melange trapped in the Yap trench. 

Ultramafic rocks intrude into the amphibolite. The rock is clinopyroxinite to olivine 

websterite, and the main rock-forming mineral is clinopyroxene, associated with 

olivine, orthopyroxene, plagioclase and magnetite. The rocks are not 

metamorphosed and the serpentinization is so weak. 

2.1.5 The Map formation postdates the Yap formation and is composed mainly of 

tectonic breccia with the fragments of metamorphic rocks of the Yap formation and 

other igneous rocks. Cole et al. (1960) described foraminifera in the sandstones 

and siltstones of Map formation, suggesting Miocene as the formation age. 

Johnson et al. (1960) thought that the igneous fragments in the Map formation 

were of Miocene melange, but the metamorphic grade of these fragments is far 

lower than that of the Yap formation. Even if the formation might be accretional 

member, the thrusting mechanism is different from that of the Yap formation. 

2.1.6 Previous workers have reported that the Tomil formation was deeply weathered. 

The was confirmed by Nedachi et al (1996) with strong and wide alteration by 

hydrothermal solution, although the rocks were overprinted by weathering. At 

almost all area of the four islands, we observed the network veins of hydrothermal 

argillization. Kaolinite is dominant, and in some places alunite can be detected. 

The fluid inclusions of quartz in the hydrothermal vein are homogenized at the 

temperature less than 200℃. Rytuba and Miller (1989) reported the gold 

mineralization at the northeastern end of the Tomil island, which might have been 

produced by a series of hydrothermal activity. The hydrothermal alteration play a 

role in accelerating the strong weathering, which differ slightly from ordinary 

laterite, characterized by the depletion of Fe2O3, Al2O3 and SiO2, and by soil 

poor in nutrients. These soil materials generally are not suitable for vegetation and 

agriculture, but kaolinite is used for ceramics. Hence a highly concentrated area of 

kaolinite might be a mineral resource. 

2.1.7 Island arcs along convergent boundary of plates often repeat to rise and escend. 

Then raised coral reefs are well developed in tropical and sub-tropical zone. 

However, it is a unique characteristic that there is no big raised coral reef nor big 

limestone in the Yap islands. Recent raised coral reef of small scale is observed in 

the offing, and 2 meters top of coral reef is exposed at low tide. 

2.1.8 Nedachi et al (1996) collected samples from the 35 sites in the lagoon, also 

included measurement of temperature of sea water, pH, Eh, content of dissolved 

oxygen, dielectric constant and salinity. In the laboratory, heavy minerals and clay 

minerals were analyzed using X-ray Diffraction, and sulfur isotopic composition 

were measured by VG optima isotope ratio mass spectrometer. Based on field 

observations, the results are as follows: 

2.1.9 The detrital material transported from the land area is not so abundant. Mangrove 

forest could have played an important role in precipitating detrital material from the 

land area. Almost all fragments from the outer zone of the lagoon are coral 

materials. The intense deposition of fragments from basement rock is observed in 

some places. Rather deep (20-50m) sea floor of small hollow lagoon near the 

western coast of the Yap island is occupied by thick mud layer transported from 

basement rock. The reason might be that the transportation by the current of 

seawater is very low, and that large fragments may not have been transported 

from both land and reef. On the other hand, pebble, granule and sand are 

predominant in the channels near Colonia harbor, and man-made channel 

LYON ASSOCIATES 2-5


between Yap and Tomil islands. The amount of organic material increases in the 

channel closest to the coast. Even in the channel near the coast, the activity of 

sulfate reducing bacteria is not so strong, and there is no stench of hydrogen 

sulfide. Under the microscope, framboidal pyrite can be observed in the mud 

samples in the channel near the coast. 

2.1.10 Clay mineral assemblage of sediments reflects directly the geology in the land 

area. Chlorite and smectite are predominant in the surrounding lagoon of the Yap 

and Map formations, and kaolinite and gibbsite are frequently recognized around 

the Tomil volcanics. The sediments contain sulfur up to about 6000ppm. The 

sulfur isotopic ratios were measured and decreases with increasing S content of 

the sediment. The relationship between the sulfur isotope and S content suggests 

that S is fixed by bioactivity; sulfate reducing bacteria, as pyrite in detrital 

sediments. 

2.1.11 On the other hand, the values of coral sand are similar to that of sea water. 

Although we could not confirm the S species in the coral sediments, it can be 

pointed that sulfate reducing bacteria do not survive in the reef zone and coral 

sand. Clearly sediments in the channel near the coast line show lower sulfur 

isotopic ratio value, due to biogenic pyrite. Notably, the chlorite-smectite-organic 

matter mud in the small depression on coral near Tageegiin Village. The S content 

is 6100ppm. 

2.1.12 Although the content of dissolved oxygen of sea water is not low, the bottom of the 

hollow might be suitable reducing environment for sulfate reducing bacteria to 

survive actively. Since the human population is low, the natural environments 

might be suitable for bioactivity. Low sulfur isotope values are also obtained from 

the channel near Keeng and Makai, and the southern entrance of artificial channel 

between Yap and Tomil islands. Many people are living near these areas, and the 

sediments contain abundant organic matters, which maintain the reducing 

environment. The sulfur isotope value and S content might be good indicator of 

impact caused by human activity. On the other hand, sulfate reducing bacteria 

does not survive in the outer zone of the lagoon. 

2.1.13 In summary the Yap islands are composed mainly of metamorphic rocks of 

greenschist to amphibolite derived from oceanic tholeiite, and a lack of raised coral 

reef. These geological features might be related to the slow ascending history of 

Yap island arc system. Strong hydrothermal alteration is observed everywhere, 

and might have played a role in producing poor soils for vegetation or for other 

agriculture. However kaolinite might become a useful resource for ceramics if high 

concentration areas would be discovered. Sulfur isotopic ratio might be useful to 

evaluate the natural environment, or to determine the anthropogenic impact on the 

environment. 

2.2 Physical Features 

2.2.1 Yap State consists of 134 islands and atolls of which 22 are populated, stretching 

across more than 100,000 square miles of total area. The main island of Yap is 

made up of four high volcanic islands and accounts for 38 % of Yap’s total 49.7 

square miles of land area. Colonia, the State's Capital and commercial center is 

located here. Most of the outer islands, stretching nearly 600 miles east of Yap 

Island, are coral atolls. 

LYON ASSOCIATES 2-6


2.2.2 The landscape consists of rolling hills and lowlands covered with thick jungle like 

vegetation. Most of the coastal areas are mangroves with occasional coral 

beaches. 

2.2.3 Mangrove forest occurs widely around the coasts of all four of the main islands, 

and is especially well developed on mudflats at the mouths of drainage systems. 

Sheltered coasts and embayments support broad continuous belts of mangrove 

150-450 m wide, but along exposed shorelines, the mangrove stands become 

much narrower and discontinuous. The largest stands are found in Munguuy Bay 

and Yunearawey Passage between Maap and Tamil-Gagil, near Gachpar on the 

southeast coast of Tamil-Gagil, around the inner margin of Qatliirow Embayment 

and in the northern portion of the Tagireeng Canal between Tamil-Gagil and Yap 

Proper, along the east coast of Yap Proper from Peelaek Channel south to 

Dechumur village, and along the west coast of Yap Proper between the villages of 

Qokaaw and Raeng. A continuous belt of mangroves, on average about 450 m 

wide, lines almost the entire coastline of southeastern Yap Proper, and is most 

extensive between the villages of Yinuuf and Luweech, where it penetrates 1.5 km 

inland. The mean tidal variation in Yap is 0.9 m. 

2.3 Climate 

2.3.1 The climate is humid tropical with an average annual rainfall of 3,087 mm (122 

inches) and a mean annual temperature of 27 o C (81 o F) . Relative humidity ranges 

from 65 to 100 percent, with an annual average of 83 percent. 

2.3.2 A season of trade winds and drought extends from December to April. The wet 

season, between July and October, accounts for about half of the annual rainfall. 

Typhoons are especially prevalent in May-June and November. The average 

number of typhoons is three per year and severe storms can wreak massive 

devastation in the Outer Islands . 

2.3.3 A seasonal summary of precipitation data from Station number 914951 

for Yap Island Weather Service Office (WSO) at the airport is presented 

below in Table 2-1. 

Table 2-1 Seasonal Precipitation Summary from 1953 to 2006 

>= >= >= >= 

Mean High Year Low Year 1 Day Max. 

0.01 

in. 

0.10 

in. 

0.50 

in. 

1.00 

in. 

in. in. - in. - in. Date # Days 

Annual 121.99 164.24 1996 88.84 1983 13.17 19820621 257 171 73 35 

Winter 23.11 50.16 1997 8.28 1973 8.96 19580114 61 35 13 6 

Spring 21.19 39.41 1999 3.16 1998 9.09 19670509 56 33 12 5 

Summer 42.52 69.6 2002 25.27 1995 13.17 19820621 72 53 26 13 

Fall 35.17 50.72 2003 21.62 1994 8.91 19601130 68 49 22 10 

Source Western Regional Climate Center mailto:wrcc@dri.edu 

LYON ASSOCIATES 2-7


2.3.4 A monthly summary of precipitation data from Station number 914951 

for Yap Island Weather Service Office (WSO) at the airport is presented 

below in Table 2-2. 

Table 2-2 Monthly Precipitation Summary from 1953 to 2006 

>= >= >= >= 

Mean High Year Low Year 1 Day Max. 

0.01 

in. 

0.10 

in. 

0.50 

in. 

1.00 

in. 

in. in. - in. - in. Date # Days 

Jan 7.76 23.08 1955 1.25 1983 8.96 14/1958 21 12 4 2 

Feb 5.63 13.36 1962 0.27 1983 5.77 8/1/62 18 9 3 1 

Mar 5.87 14.21 1972 0.54 1998 5.09 1/1/63 18 9 3 2 

April 6.06 18.15 1956 0.21 1998 6 3/1/67 18 10 3 1 

May 9.25 22.14 2003 1.47 1993 9.09 9/1/67 21 14 6 2 

June 12.63 32.01 1982 4.69 1959 13.17 21/1982 24 17 8 4 

July 14.77 34.71 1969 6.51 1953 8.79 18/2003 24 18 9 4 

Aug 15.12 29.44 1953 5.13 1973 6.69 28/1987 24 18 9 5 

Sept 13.28 21.16 1996 6.41 1984 6.85 14/1978 23 17 8 4 

Oct 12.22 22.43 1992 2.59 1976 5.5 8/1/89 23 17 8 4 

Nov 9.68 20.66 1960 1.96 1957 8.91 30/1960 23 15 6 2 

Dec 9.73 26.89 1996 2.22 1990 5.67 24/1996 22 14 6 3 

Source Western Regional Climate Center mailto:wrcc@dri.edu 

2.4 Soils & Drainage 

2.4.1 According the soils map in Figure 2-2 upland soils underlain by volcanic materials 

(areas 1 & 3), upland soils underlain by shist (areas 4 & 5) and soils on bottom 

lands (areas 6, 8 &10). 

2.4.2 Tropical climate causes rapid rock weathering that results in subgrade materials 

that are very high in clays. Such materials alone are low in bearing strength and 

are inadequate for even light-use traffic. Therefore, ballast and/or surfacing is 

required to prevent rutting and to maintain trafficability. This is especially true on 

Yap where the bedrock consists of weathered sedimentary rocks. By far the most 

serious and pervasive erosion problems exist on the secondary roads. Such roads 

are developed by individuals. Lack of knowledge about proper road construction 

practices the desire to minimize costs, and problems with land ownership often 

lead to serious erosion problems. We saw numerous examples where road grades 

were too steep for the type of road construction used. Landholders were 

constructing roads straight up the slope to minimize construction costs or to avoid 

problems with land ownership. In general, subgrade and surfacing procedures on 

the arterial roads appear to be appropriate for the intended road uses in the FSM 

states. On Yap, a chemical treatment called Condor SS is being used to stabilize 

the subgrade. This is overlain with crushed rock aggregate which is covered with a 

rubberized asphalt surface. (Ziemer & Megahan 1991). 

2.4.3 Ziemer (1991) states that a major part of the problem on secondary roads is the 

direct result of the lack of subgrade stability. Use of normal practices to construct 

stable subgrades is not practical on these roads because of high costs. However, 

the chemical stabilization techniques presently being used on the arterial road in 

LYON ASSOCIATES 2-8


Yap may be effective on secondary roads. We suggest that controlled tests of the 

Condor SS material be attempted on secondary roads on Yap. Trials of this 

material may also be appropriate in the other FSM states. However, such trials 

should be done in cooperation with the manufacturer because of possible 

problems caused by the volcanic parent materials. Escobar (1984) provides 

background information on the use, costs, and application of Condor SS. Condor 

SS is a mixture of ion exchange resins and sulfuric and sulfonic acids that is 

designed to remove the water of hydration from subgrade clays. This allows the 

subgrade to be compacted to a dense, highly stable state. The mixture is applied 

by ripping and sprinkling or by injection into the subgrade, followed by compaction 

with a vibrating roller (Escobar, 1984). The material is extremely acidic (pH 1.25) 

so care should be used to avoid spills and to prevent overland flow runoff from 

treated areas immediately after application. The injection procedure minimizes the 

opportunity for offsite pollution and is recommended for that reason. 

2.4.4 The inherent strength of slopes in the FSM is relatively low because of the high 

weathering of the bedrock that has occurred. Ziemer (1991) did see a few areas 

where small slope failures (landslides) had occurred on large cut slopes on the 

arterial roads in Yap and in Kosrae. The report continues to state that better 

design of dump areas for excess fill materials on Yap could have avoided some 

excessive erosion problems. In areas of lagoon encroachment on all states, 

considerable direct supply of sediments to the lagoon could be avoided by the 

proper installation of filter curtains to contain sediments. 

2.4.5 Ziemer (1969) saw a number of sites where slope protection measures were 

needed to help reduce both surface, and sometimes, mass erosion hazards. A 

variety of practices are available to accomplish this (FAO chapter 5, p. 148-166). 

Natural revegetation occurs rapidly in the FSM and is very effective for erosion 

control, but short-term measures are often needed to protect disturbed soils before 

natural revegetation occurs. This is especially true in areas where the potential for 

downslope delivery of water and sediments is high. Transplanting woody 

vegetation and use of various types of mulches are effective for accomplishing 

this. 

2.4.6 As a general rule, Ziemer ( recommends bridges at all channel crossings on 

arterial roads rather than culverts in order to minimize the possibility of clogging by 

debris. Channel crossings should be designed to carry at least the 25-year flow 

event for a given design life and chance of failure (FAO, 1989 -- p. 99). 

2.4.7 The soil map legend is presented in Figure 2-3. The green area represent soils on 

bottom lands. They are characteristically deep poorly drained soils. 

LYON ASSOCIATES 2-9


Figure 2-2 

Soil Map of Project Region 

Source U.S Dept of Agriculture, Compiled in 1981 

LYON ASSOCIATES 2-10


Figure 2-3 

Soil Map Legend 

Source U.S Dept of Agriculture, Compiled in 1981 



2.5 Wetlands 

2.5.1 Only these four islands possess significant wetlands, although there are some 

unusual stands of mangrove in the interior lagoons of some of the outer atolls. 

Much the most extensive wetland type is mangrove forest, which covers about 

1,171 ha or approximately 32.2% of the total forested area of Yap. 

2.5.2 Other types of wetland are very limited in extent. There are a few small saline 

marshes, generally along the coast adjacent to mangroves. Small stands of 

swamp forest occur in low wet areas just inland of mangroves (above tidal 

influence), in low areas along streams and in areas of impeded drainage. Many 

areas which probably once supported swamp forest have been converted into taro 

patches, and the remaining forests are now heavily disturbed, with about 85% of 

the forest containing secondary vegetation or agro-forest inclusions. There are 

also a number of small freshwater marshes in water-logged areas slightly above 

sea level landward of the mangroves and in depressions in upland areas. Other 

wetlands include a number of streams, most of which are intermittent, several 

small ponds, a small water storage reservoir near the capital, Colonia, and 

numerous small taro patches. Only one of the ponds, Machbaab Pond near the old 

airport in southern Yap, is permanent. 

2.5.3 The mangrove forest dominated by Rhizophora mucronata occurs in a broken 

band of variable width around all four of the main islands of Yap State and forms 

extensive stands in sheltered embayments. 

2.6 Forests 

2.6.1 The mangrove forests of Yap are more diverse than those of Chuuk, Pohnpei and 

Kosrae, and include three species which are not known to occur on the other 

islands Schypiphora hydrophyllacea, Ceriops tagal and Dolichandrone spathacea. 

The most conspicuous species in the mangrove forests are Rhizophora 

mucronata, R. apiculata, Bruguiera gymnorrhiza and Sonneratia alba. Rhizophora 

mucronata is dominant along the seaward fringe, with R. apiculata occurring 

behind this fringe in areas where the forest is fairly wide. Sonneratia alba becomes 

common along channels and towards the leeward edge of the mangrove forest, 

while Bruguiera gymnorrhiza and Xylocarpus granatum tend to dominate along the 

landward edge of the mangrove. Other species which generally occur along the 

landward edge of the mangrove forests are Lumnitzera littorea, Ceriops tagal and 

Dolichandrone spathacea. Nypa fruticans is generally found in the more brackish 

areas, in narrow bands along the margins of channels (Falanruw et al., 1987b). 

2.6.2 Species characteristic of swamp forest adjacent to mangrove forest include 

Dolichandrone spathacea, Heritiera littoralis, Pongamia pinnata, Cynometra 

ramiflora, Dalbergia candenatensis, Derris trifoliata and Acrostichum aureum. A 

few almost pure stands of Dolichandrone spathacea can be found, and 

Barringtonia racemosa is common in wetter areas. In the of swamp forests along 

streams and in wet inland depressions, characteristic tree species include 

Barringtonia racemosa, Hibiscus tiliaceus, Semecarpus venenosus, Inocarpus 

fagifer, Ficus tinctoria, Pandanus japensis, Cerbera manghas, Ixorea casei and 

Derris elliptica (Falanruw et al., 1987b). 

2.6.3 The plant community of the saline marshes includes Acrostichum aureum, Cyperus 

javanicus, Eleocharis geniculata, Fimbristylis cymosa, Paspalum distichum, 



Ipomoea pes-caprae, Excoecaria agallocha, Derris trifoliata and Clerodendron 

inerme (Stemmermann & Proby, 1978). The vegetation of the freshwater marshes 

may consist of tall reeds, especially Phragmites karka, sedges, and herbaceous 

species such as Ludwigia hyssopifolia, L. octovalvis and Hanguana malayana 

(Falanruw et al., 1987b). Most of the ponds are in open savannah and support 

considerable rooted vegetation, including emergent species, such as Eleocharis 

ochrostachys, Eriocaulon sexangulare and Ischaemum polystachum, and the 

submerged species Blyxa sp. I. polystachum dominates the stream flora in open 

areas and mosses are common in cascades, but rooted vegetation is very 

restricted (Lobban et al., 1990). Lobban et al. (1990) collected periphyton and 

other visible algae from the streams and ponds, and found 12 blue-green algae, 

two red algae, two charophytes, seven genera of filamentous green algae and five 

flagellates. No endemic species were found, and it was concluded that the 

freshwater algal flora of the Yap Islands did not show characteristics of the biota of 

"oceanic" islands. 

2.6.4 The four main islands of Yap have long been densely populated, and most natural 

terrestrial ecosystems have been extensively modified, with reduction in species 

diversity and degradation of forests to savanna grasslands or conversion to agroforests. 

2.7 Noteworthy Fauna 

2.7.1 The mangrove forests provide habitat for a wide variety of marine organisms as 

well as many birds and fruit bats. They provide shelter and feeding habitat for reef 

fish, the most conspicuous families being Chaetodontidae (butterfly fish), 

Lutjanidae (snappers), Apogonidae (cardinal fish), Acanthuridae (surgeon fish), 

Siganidae (rabbit fish), Pomacentridae (damsel fish), Gobidae (gobies) and 

Gerreidae (mojarras). Gastropods such as the periwinkle Littorina scabra, the 

cerithiid Clypeomorus pellucida and the muricid snails Naquetia capucina and 

Thais aculeata are common, as are land crabs (Cardisoma sp.) and mangrove 

crabs (Scylla serrata) (U.S. Army Corps of Engineers, Pacific Ocean Division, 

1989b). 

2.7.2 The pond and stream fauna includes at least 50 species of aquatic insects, eight 

species of decapod crustacean, and 14 species of gastropods (Nelson, 1989). The 

most abundant fishes in the stream environments are the eleotrids Eleotris fuscus 

and Ophieleotris aporos, and the freshwater eel Anguilla marmorata. Other stream 

fishes include the mudskipper Periophthalmus vulgaris, the flagtail perch Kuhlia 

rupestris and the spotted scat Scatophagus argus. The introduced tilapia 

Oreochromis mossambicus, which escaped from an aquaculture project in the 

1970s, is now well established and is abundant in some of the freshwater ponds, 

streams and estuarine habitats (Nelson & Hopper, in Nelson, 1989). 

2.7.3 There are only three resident species of waterbirds on Yap; the Yellow Bittern 

(Ixobrychus sinensis), Pacific Reef Heron (Egretta sacra) and White-browed Crake 

(Porzana cinerea). The Yellow Bittern is particularly common, occurring in a wide 

variety of wet habitats. Situated only 1,300 km east of Mindanao in the Philippines 

and only 1,250 km north of western Irian Jaya, Yap lies sufficiently close to the 

continental island systems of eastern Asia to serve as a staging area for significant 

numbers of migratory shorebirds using the East Asian/Australasian flyway. Twentysix 

species of shorebirds have been recorded, and at least 12 of these are fairly 

common on migration and/or in winter. These are Pacific Golden Plover (Pluvialis 



fulva), Mongolian Plover (Charadrius mongolus), Greenshank (Tringa nebularia), 

Wood Sandpiper (T. glareola), Wandering Tattler (Heteroscelus incanus), Greytailed 

Tattler (H. brevipes), Common Sandpiper (Actitis hypoleucos), Whimbrel 

(Numenius phaeopus), Ruddy Turnstone (Arenaria interpres), Sanderling (Calidris 

alba), Rufous-necked Stint (C. ruficollis) and Sharp-tailed Sandpiper (C. 

acuminata) (Pratt et al., 1987). At least 175 shorebirds of 17 species were 

recorded during a brief survey of two islands in early September 1990 (D.A. Scott, 

unpublished). Other migratory waterbirds from eastern Asia which have been 

recorded on the islands include four species of herons and egrets, two ducks and 

the Whiskered Tern (Chlidonias hybrida). 

2.7.4 The only indigenous mammal is the Marianas Fruit Bat (Pteropus mariannus), 

which frequently forages in the mangrove and swamp forests. Two endemic 

subspecies occur in Yap P. m. yapensis on the main islands and P. m. ulithiensis 

on Ulithi atoll. 

2.8 Noteworthy Flora 

2.8.1 Most of the mangrove forests are still in relatively pristine condition. Mangrove 

species include seven species shared with the other islands of FSM Rhizophora 

mucronata, R. apiculata, Bruguiera gymnorrhiza, Xylocarpus granatum, Lumnitzera 

littorea, Nypa fruticans and Sonneratia alba, and three species of more westerly 

distribution Schypiphora hydrophyllacea, Ceriops tagal and Dolichandrone 

spathacea. 

2.8.2 The U.S. Forest Service has carried out a vegetation survey of Yap in cooperation 

with the State Government (Falanruw et al., 1987b). Detailed studies of Yap's 

inland aquatic habitats were carried out by a team of aquatic biologists from the 

University of Guam Marine Laboratory, Yap State Department of Natural 

Resources and the College of Micronesia in 1988. The limn logical characteristics 

of the streams and ponds, the vegetation and the freshwater fishes, aquatic 

insects, decapod crustaceans and freshwater gastropods were investigated 

(Nelson, 1989). Lobban et al. (1990) have described the periphyton of Yap, 

excluding the diatoms and desmids. 

2.9 Land Use 

2.9.1 No conventional protected areas have been established on Yap. However, in the 

past, the use of land and marine resources, including mangroves, was traditionally 

subject to many regulations and restrictions. A complex system of ownership and 

rights of usage established limitations and helped to prevent over-exploitation 

(Yinug et al., 1989). There has been some replanting of mangroves in Nimpal 

Embayment on the west coast of Yap Proper to protect fishing grounds from 

salutation caused by construction work. 

2.9.2 Yap State Marine Resources Management Division is working on a Marine 

Resources and Coastal Management Plan incorporating traditional customs and 

laws (IUCN, 1991). This is likely to include recommendations for the protection of 

specific areas. 

2.9.3 The overall land area in the FSM is about 271 square miles. Pohnpei had the 

largest land area followed by Chuuk, Yap and then Kosrae. In 2001 , about 68 % 



of the land in FSM was privately owned. As depicted in Figure 2-3 below, Yap has 

the least amount of privately owned land. 

Figure 2-4 

Percentage of Land Ownership by State:2001 

Source Statistical Yearbook FSM 2007 

2.10 Population 

2.10.1 The total population of Yap state, based on the 2000 Census data, stands at 

11,241 which is a 0.6% increase over the 1994 data. The Yap population 

comprises 10.5% of the total population of the Federated States of Micronesia. 

The median age for Yap is 20.9 years and is the highest median age among the 

fours states and comparatively higher that the median age of the FSM, which is 19 

years. The age distribution of the population in Yap is presented in Figure 2-5. It 

graphically shows the age distribution. Approximately 48% of the population is 

under 20 years of age (5,438 persons); there are 2,775 women between 15-44 

years of age, the child-bearing years which is 48% of the total female population. 

2.10.2 Table 2-1 presents the population distribution among the FSM islands. Based on 

the 2000 Census data Yap State has less than 11% of the FSM population. 

Furthermore Yap Proper contains 52% (5,870 persons) of the population of Yap 

State. Table 2-1 also shows the change in population from 1930 and its relation to 

other FSM states. 



Table 2-3 Population Distribution: 1930 to 2009 

Source: FSM Office of Statistics 

2.10.3 Figure 2-5 graphically presents the age distribution in Yap State. It is 

characterized by the large percentage of youth under 20 years of age. 

Figure 2-5 

Yap State Population Distribution by Age 

Source Statistical Yearbook FSM 2007 Table 2.5 



2.11 Economic Issues 

2.11.1 The four main islands are densely populated, with the 10,000 inhabitants living in 

over 100 villages. A subsistence lifestyle dominates; fishing is important and 

tourism is still a relatively minor industry. The mangrove forests are widely utilized 

for construction materials, wood for handicrafts, firewood and fishing, and land 

crabs and mangrove crabs are harvested in large numbers in some areas. In most 

areas, the cutting of mangrove for local building projects continues on a small 

scale as it has done for centuries, but in one area south of Peelaek Channel, there 

has been some commercial logging. Many of the freshwater swamp forests and 

marshes have been converted to taro fields (Colocasia esculenta and Cyrtosperma 

chamissonis), and in recent years, shallow ponds have also been used for the 

cultivation of the introduced aquatic plant Ipomoea aquatica (Nelson, 1989). 

2.11.2 Transportation on Yap Proper is becoming easier because of the development and 

improvement of paved roads; however, there are clusters of villages that are still 

difficult to access because of unpaved dirt roads. The outer islands are also 

difficult to reach because of the infrequent cargo ships. The regular field trip on the 

ship takes place once a month to each of the outer islands bringing supplies and 

health personnel to deliver goods and services. 

2.11.3 In the State of Yap, in the 2000 census, of the 2,030 households, 1,578 reported 

some cash income with a median household income of approximately $6,484 and 

a mean household income of $10,344. By region, the median household income 

was $7,299 in Yap Proper and about $4,242 in the outer islands. During this 

reporting year, over 50% of the population aged 15 years and over reported 

receiving cash income. These 3,254 income recipients represented 62% of the 

5,174 persons in the working age population. The median individual income for 

Yap was $3,368 with individual income on Yap Proper higher that income in the 

outer islands. Out of the total 2,030 households in FSM, 77% (1,578) reported 

having cash income with an average income of $10,344 and a median income of 

$6,489. This represents half of a percent (.5%) increase from the 1994 Census. 

However, there is still a disparity of income level among the Yap proper population 

and the outer island population. The average household income in Yap proper is 

$11,462 with a median income of $7,299 where as in the outer islands the average 

household income is $4,900 with a median income of $4,242 

2.11.4 Table 2-1 presents employment in Yap State from 2002 to 2006. Overall 

employment dipped in 2006 from its high in 2003 due to the closing of garment 

factories. Government employment peaked in 2005 and then fell in 2006 due to 

federal funding for the recovery efforts for Typhoon Sudal. 

Table 2-4 Total Employment by Sector: FY 2002 to FY 2006 

Source Yap State Annual Statistical Yearbook 2007 Table 4.1 



2.11.5 Yap generally shows a increase of agriculture produce by local markets between 

1997 to 2006 as shown below in Figure 2-6. The unusually high value were the 

result of banana and papaya export. 

Figure 2-6 Dollar Value of Local Markets' Purchases of 

Agricultural Products by State 


Figure 2-7 Copra Production by Volume (Tons), FSM: 1997 to 2006 




2.11.6 Figure 2-7 shows that Yap and Pohnpei were the major copra producers in the 

years before 2001. 

2.11.7 The decline in Yap production is subsequent years resulted from natural disasters. 

In 2006, Yap and Pohnpei continued to be the only copra producers, Yap 

produced 50 tons. The staple foods of the island are taro, yam, breadfruit, sweet 

potatoes, and coconut. The main sources of protein are fish, crabs, clams, and 

pork. 

2.11.8 The FSM annual inflation rate of the fourth quarter 2006 was 4.9%, which was a 

one percent increase from the same quarter in 2005. Figure 2-8 shows the steady 

decline in the annual inflation rates by quarter in Yap. The decrease is generally 

attributed to the lower prices of alcohol, tobacco, sakau, betel nut, fuel and utilities 

(e.g. electricity and water). 

Figure 2-8 Annual Inflation Rates: 4th Qtr 2004 to 4th Qtr 2006 


2.11.9 In ten years from 1997 to 2006 registered motor vehicles increased 31 % in Yap 

State, from 1,323 to 1,739. As presented in Table 2-3, sedans increased by 56% 

and pick-ups decreased by 34 for the same ten year period. In 2006 Yap State 

had 21 % of the total motor vehicle registered in FSM. Pohnpei recorded 60%, 

Chuuk, 13% and Kosrae 9%. 



Table 2-5 

Registered Motor Vehicles in Yap 

1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 

Sedan 485 605 612 644 633 605 685 701 803 759 

Pick-ups 453 514 526 415 394 374 369 328 327 297 

Jeep 54 36 38 38 38 36 108 104 64 71 

Station wag 72 105 112 125 126 134 138 149 158 164 

Vans 103 139 141 146 148 138 146 160 170 169 

Flatbed trk 51 66 61 58 52 49 60 61 70 78 

Dump truck 26 45 51 47 44 46 39 46 38 25 

Ambulance 2 3 3 2 1 2 3 2 3 3 

Fire truck 1 1 1 2 1 1 1 1 1 1 

Fuel tanker 3 5 5 3 3 2 3 4 2 2 

Bus 12 11 10 14 14 13 14 13 12 11 

Motorcycle 26 31 13 15 11 11 25 52 22 18 

Other 35 40 106 101 99 145 90 62 151 141 

TOTAL 1,323 1,601 1,679 1,610 1,564 1,556 1,681 1,683 1,821 1,739 


2.11.10 Figure 2-9 shows that the number of registered motor vehicles in FSM peaked in at 

9,731 in 2003. In 2006, it dropped to 8,121. 

Figure 2-9 Registered Motor Vehicles is FSM: 1999-2006 




2.11.11 According to Table 2-4, for the period of 2000 to 2008 the passenger counts from 

those arriving and departing Yap, the majority of the travel is due to foreigners. 

The majority of those traveling to Yap arrive and depart by airplane. 

Table 2-6 Passenger Arrivals and Departures on Foreign Aircraft 

and Vessels: 2000 to 2007 

Source Yap State Annual Statistical Yearbook 2007 Table 8.8 

2.11.12 FSM Telecommunications Corporation is the only telecommunication company that 

services all of the states in FSM. Figure 2-10 shows the recent growth and then 

decline of telephone, fax and internet services for the period from 1997 to 2006. 



Figure 2-10 Yap Communication services: 1997 to 2006 

Source FSM Office of Statistics 

2.12 Cultural History 

2.12.1 There are four indigenous languages in Yap: Yapese, Ulithian, Woleian, and 

Satawalese. English is the common language of the FSM and is commonly spoken 

and understood. Many elderly Yapese are fluent in Japanese. 

2.12.2 Yapese society is based on a highly complex caste system involving at least seven 

tiers of rank. Historically, the caste rank of an entire village could rise or fall in 

comparison to other villages depending on how it fared in inter-village conflicts. 

Winning villages would rise in rank while losing villages would have to accept 

decline in comparative rank. In many cases lower ranked villages were required to 

pay tribute to higher ranked villages. Dietary taboos might be imposed on lower 

ranking villages, i.e. they might be prohibited from harvesting and eating the more 

desirable fish and animals of the sea. Within each village each family had its own 

rank comparative to the others. Until the arrival of the German colonializers, the 

caste ranking system was fluid and the ranks of villages and families changed in 

response to inter-village intrigues and confrontations. In the late 19th century, 

however, the German colonial administration "pacified" Yap and enforced a 

prohibition against violent conflict. The caste rank of each village in modern Yap 

thus remains the same as it was when the system was frozen in place by the 

Germans. 

2.12.3 Yap is notable for its stone money, known as Rai: large donut-shaped, carved 

disks of (usually) calcite, up to 12 ft (4 m) in diameter (most are much smaller). The 

smallest known one is only 3 inches in diameter. Many of them were brought from 

other islands, as far as New Guinea, but most came in ancient times from Palau. 

Their value is based on both the stone's size and its history. Historically the 



Yapese valued the disks because of the difficulty and hazards involved in obtaining 

them. To quarry the stones, Yapese adventurers had to sail to distant islands and 

deal with local inhabitants that were sometimes hostile. Once quarried, the disks 

had to be transported back to Yap via rafts towed behind wind-powered canoes. 

The scarcity of the disks, and the effort and peril required to obtain them, made 

them valuable to the Yapese. However, in 1874, an enterprising Irishman named 

David O'Keefe hit upon the idea of employing the Yapese to import more "money" 

in the form of shiploads of large stones, also from Palau. O'Keefe then traded 

these stones with the Yapese for other commodities such as sea cucumbers and 

copra. Although some of the O'Keefe stones are larger than the canoe-transported 

stones, they are less valuable than the earlier stones due to the comparative ease 

in which they were obtained. Approximately 6,800 of them are scattered around 

the island. As no more disks are being produced or imported, this money supply is 

fixed (Washington Post, 1984). The islanders know who owns which piece, but do 

not necessarily move them 

2.12.4 Yap Proper (known as Wa'ab or Waqab) was initially settled by ancient migrants 

from the Malay Peninsula, the Indonesian Archipelago, New Guinea, and the 

Solomon Islands. The Yapese language is related to the Malay languages of 

Southeast Asia, though with strong New Guinean influences. In contrast, the 

people of Yap's outer islands are descendants of Polynesian settlers, and as such 

have significant ethnic dissimilarities from the people of Yap Proper. Their culture 

and languages (Ulithian and Woleaian) are closely related to those of the 

neighboring islands of Chuuk. 

2.12.5 Yap was under Spanish control from the late 17th century until sold to Germany in 

the late 19th century. Germany held the islands until they were seized by Japan in 

World War I. Despite protests by the United States, the League of Nations 

mandated Yap to Japan after the war. The Japanese operated military bases here 

during World War II. The United States took possession after the war, and in 1947 

Yap became part of the Trust Territory of the Pacific Islands under United States 

administration. In 1986 Yap became part of the self-governing Federated States of 

Micronesia. 

2.12.6 In summary the relationship between human activity and the environment is 

dynamic and complex. This setting of this project in this environment is no 

exception. The highlights of this section indicates a population, dollar value of 

local market purchases of agricultural products and registration of vehicles has 

increased in recent years. Employment, interstate and international travel, copra 

production by volume, the rate of annual inflation and communication services has 

fallen in recent years. These factors individually or combined have not driven the 

need for this project nor the scope of the project. The project will not significantly 

increase the capacity of this roadway but simply decrease the operations and 

maintenance cost and increase public safety and reliability in using the existing 

road. There is not a economic viable alternative for the people and vehicles that 

use this road. The characteristic and location of deep poorly drained soils, the 

frequency and height of storm surges and issues caused by drainage have 

contributed to the need for this project. The object of this project is to better 

understand and make improvements to the existing roadway and its environment. 



3 GENERAL DESCRIPTION OF PROJECT EFFECTS 

3.1 Problems with the Existing Road Segments 

3.1.1 Although the road from beginning of the project (BOP) at the hospital intersection 

with the main road to Keng to the end of the project (EOP) at the western edge of 

Tagireeng Bridge was constructed in the mid 1980s, the following problems have 

been sited: 

• The existing road surface is rubberized asphalt pavement . It has deteriorated 

in several segments of the road particularly along the shoreline. Yap State has 

replaced the asphalt pavement in these areas with portland concrete 

pavement. 

• The construction of this road segment changed the pre-existing drainage 

system resulting in changing upland forest into upland marshes and altering 

flow patterns to downstream both freshwater and saltwater wetland. 

3.1.2 The premature deterioration of the asphalt pavement can be attributed to three 

issues: 

• As the soil map of the project region depicts in Figure 2-2, the green area 

beneath this section of the road are characterized as deep poorly drained soils; 

• Segments of the road are subjected to flooding by storm surges; and 

• Segments of the road are subjected to flooding by stormwater runoff. 

3.1.3 The cause and effect mechanisms are two fold: the saturation of the road bed 

reduces the strength and bearing capacity; and secondly, the wheel loads provide 

energy to accelerate the water within the saturated road bed which forces 

structural changes and has the capacity to transport soil particles. This 

mechanism is often referred to as pumping. It creates voids which results in the 

reduction of support to the pavement. 

3.1.4 The water velocity caused by the flooding subjects it path to forces that can 

transport material. This process can both undermine the road by erosion or carry 

away the broken pieces of the asphalt pavement. As mentioned above both 

waves from storm surges and stormwater runoff provides velocity to the water. 

3.1.5 In summary the design of a road bed capacity to carry or support wheel loads is 

based on non-saturated strength of the material. The pavement is one of the ways 

to protect the road bed from being saturated. In overall drainage system is needed 

to assure the road be is not subjected to ponding along the road or raising the 

ground water level into the road bed, 

3.1.6 This project was commissioned by the State of Yap, Department of Public Works 

and Transportation in order to address these problems. The scope of work for this 

project encompasses this preliminary environmental impact statement, a climate 

change report and construction documents. A separate preliminary environmental 

impact statement is being prepared for the quarry (borrow) site and dredging site. 

3.1.7 The climate change report will focus on the reviewing the existing literature as it 

pertains to height and frequency of the sea level on the Yap's shoreline. This will 

provide information to determine the most cost effective and environmentally 

sound elevation of the road along the shoreline. 

LYON ASSOCIATES 3-1


3.1.8 As part of the basis of design Lyon Associates will analyze and evaluate the 

drainage system that surrounds the road. This analysis and evaluation will also be 

presented in report form. 

Figure 3-1 shows the watershed map along the project. 

Figure 3-1 

Existing Watershed Map Along the Project 

Source: Drainage Assessment, Draft Lyon Associated 2010 

3.1.9 As a summary, the basis of design for the Northern Yap Improvements Project will 

encompass the findings of this preliminary environmental impact statement, the 

climate change report and the drainage assessment and the road design 

standards from the Yap State Department of Public Works and Transportation in 

order to recommend the most cost effective and environmentally sound 

improvements to the existing road. 

LYON ASSOCIATES 3-2


3.2 Disturbances and Threats to Wetlands 

3.2.1 Freshwater wetlands have been extensively modified for agricultural use, and 

some mangrove areas are threatened by uncontrolled harvesting of timber, filling 

to create land for houses and other development, and the dumping of rubbish and 

toxic materials. Some mangroves were destroyed by salutation during the 

construction of a new airport, but there has been some recovery since then. The 

construction of roads with too few drainage culverts has resulted in localized 

impoundment of mangroves, and the building of a solid causeway between Gagil- 

Tamil and Maap islands has resulted in the death of mangroves along part of the 

Yunearawey Passage. A small amount of commercial logging has been reported, 

but a proposal (with Taiwanese backing) to undertake commercial logging in the 

mangroves on a large scale has been rejected. At least two proposals to clear 

mangroves for aquaculture and a proposal to utilize mangrove wood as fuel to 

smoke fish have also been rejected, but a proposal to use mangrove areas as 

rubbish dumps is still under discussion. Oil spills and pesticides have had localized 

impact, although Mowbray (1988) has reported a leakage of endrin and sodium 

arsenite into a freshwater stream and coastal lagoon which caused a large-scale 

kill of fish, wildlife and domestic animals. The greatest threat to the sustainable use 

of mangrove forests and other natural resources in Yap is the removal of traditional 

limitations on their exploitation, generally as a result of new technologies, outside 

inputs and commercialized exploitation (Yinug et al., 1989). 

3.2.2 One of the objectives in the road improvement project is to analyze and evaluate 

the drainage system along the road. Where the existing road has significantly 

blocked or reduced stormwater runoff to areas downstream or significantly reduce 

salt water circulation to mangrove forest landward of the road, the design is 

intended to rectify this problems. 

3.3 Hydrological & Biophysical Values 

3.3.1 Mangroves serve as natural filtering and nutrient buffering systems between the 

islands and the adjacent fringing reefs, protecting the reefs from sedimentation and 

providing for a slow sustained release of nutrients. The mangrove forests afford 

some protection against storm damage, and may also be important in stabilizing 

the shoreline against erosion. They play a critical role as nursery habitat for larval 

and juvenile fishes and thereby help to maintain the coastal fishery. 

3.4 Road Improvement Construction 

3.4.1 The improvements to existing road although temporary has the potential to cause 

or effect the many possible environmental impacts. Yap State Environmental 

Protection Agency has promulgated regulations requiring this preliminary 

environmental impact statement. They have provided an initial environmental 

Assessment checklist in appendix A of the regulations. This check list will be 

addressed in the following section of this report. 

LYON ASSOCIATES 3-3


4 POSSIBLE ENVIRONMENTAL IMPACT CHECKLIST 

4.1 Initial Environmental Assessment Checklist 

4.1.1 The content of this checklist is was taken form Appendix A. The questions of the 

checklist are present in italic font larger than the normal font. 

4.2 Earth- Will the proposed project result in: 

4.2.1 Destruction, covering or modification of any unique geologic or 

physical features? No. The project is to make improvements to the existing 

road. 

4.2.2 Creation of steep slopes or other unstable earth conditions? No. Any 

new slopes will be designed in accordance to the geotechnical report for the 

project. The recommend slope design will not exceed the ratio of 1 vertical to 2 

horizontal. BMPs shall be incorporated into the design documents e.g. Seeding of 

grasses and plantings of trees, shrubs, vines and ground covers provide longterm 

stabilization of soil. The type of vegetation, site and seedbed preparation, planting 

time, fertilization and water requirements will be specified for each application. 

Mattings may also be designated on disturbed soils and where existing vegetation 

has been removed. The following organic matting materials provide temporary 

protection until permanent vegetation is established, or when seasonal 

circumstances dictate the need for temporary stabilization until weather or 

construction delays are resolved: Jute or straw mattings. The following synthetic 

mattings may be used for either temporary or post-construction stabilization, both 

with and without vegetation: Excelsior matting, Glass fiber matting, Staples and 

Mulch nettings. Note that the seeding procedure will be included in the 

specifications. 

Figure 4-1 

Slope Stabilization Matting 

Source: Best Management Practices Manual for Const. City & County of Honolulu 

4.2.3 Any potential for increase wind or water erosion of soils, either on of 

the site? Yes. The temporary construction activities will generate dust and loosen 

LYON ASSOCIATES 4-4


soil and pavement particles. The construction plans and specifications will include 

best management practices (BMPs) such as filter curtains to mitigate sediment 

transport into the water ways and silt fencing and/or using watering trucks for dust 

control. The design documents will include mulching to temporarily and 

permanently stabilize cleared or freshly seeded areas. Note the filter curtain will be 

included in the project specifications. 

Figure 4-2 

Slope Stabilization with Mulching 


4.2.4 Changes in the channel of stream, or the bed of the ocean? Maybe. 

The scope of work calls for analyzing the existing drainage system within the 

project limits. It is possible that the existing drainage structures are not adequate 

or additional drainage structure will be required. In these cases the drainage 

channel may be modified. The construction plans and specifications will include 

BMP cover requirements to mitigate sediment during construction within the 

drainage channels or embankments along the bays and channel. 

4.2.5 Exposure of people or property to geological hazards such as 

landslides, ground failure, or similar hazards? Maybe. The scope of work 

calls analyzing the steep cuts, embankments and slope protection on the existing 

road. It is possible that the existing slopes or slope protection are deemed unsafe 

and efforts maybe necessary to correct the existing condition. The construction 

plans and specifications will include BMP cover requirements to prevent landslide. 

4.3 Air- Will the proposed project result in: 

4.3.1 Substantial air emissions or deterioration of existing air quality? No. The 

temporary construction activities will generate dust and increase the hydrocarbon 

emissions in the area where construction equipment is operating. The 

construction plans and specifications will include best management practices 

(BMPs) to mitigate dust and to control dust, e.g. using water trucks to spray water 

on areas of unstabilized soil. 

LYON ASSOCIATES 4-5


Figure 4-3 

Watering Trucks for Dust Control 


4.3.2 Creation of objectionable odors? Maybe. The temporary construction 

activities may pike the levels of hydrocarbon emissions in the localized areas 

where construction equipment is operating or in asphalt paving. Typically many of 

the construction equipment have diesel engines. The exhaust from these may 

temporarily create objectionable odors. 

4.4 Water- Will the proposed project result in: 

4.4.1 Changes in currents, or the course or direction of water movements, 

in marine or fresh waters? Maybe. The scope of work calls for analyzing 

and evaluating the existing drainage system within the project limits. It is possible 

that the existing drainage structures are not adequate or additional drainage 

structure will be needed. In these cases the drainage course or direction may be 

modified. The construction plans and specifications will include BMPs to mitigate 

sediment transfer during temporary construction within the drainage course or 

embankments along the bays and channel. 

4.4.2 Changes in absorption rates, drainage patterns, or the amount of 

surface runoff? Maybe. Reportedly, the construction of the existing road did 

change the infiltration rates, drainage patterns, the amount and path of surface 

runoff. The scope of work calls for analyzing and evaluating the existing drainage 

system within the project limits. It is possible that the existing drainage structures 

are not adequate or additional drainage structure will be required. In these cases 

the changes in one or all three topics may be modified. 

4.4.3 Alterations to the course or flow of flood waters? Maybe. Similarly, The 

scope of work calls for analyzing and evaluating the existing drainage system 

within the project limits. It is possible that the existing drainage structures are not 

adequate or additional drainage structure will be required. In these cases the 

drainage course or direction may be modified. The construction plans and 

specifications will include BMPs to mitigate sediment during temporary 

construction within the drainage course or embankments along the bays and 

channel. 

LYON ASSOCIATES 4-6


4.4.4 Discharge into surface waters or any alteration of surface water 

quality including but not limited to temperature, dissolved oxygen, 

bacteria, or turbidity? Maybe. Temporary construction activities has the 

potential to discharge contaminates into the surface waters. These temporary 

construction activities will require the contractor to implement BMPs to prevent or 

at least mitigate the discharges from construction activities. Industrial activities are 

not anticipated for the site. 

4.4.5 Contamination of ground waters or wells, from salt water intrusion or 

surface activities? No. 

4.4.6 Changes in the quantity of ground waters, through direct additions or 

withdrawal, or through interception of an aquifer by cuts or 

excavation? Maybe. As mentioned above, The scope of work calls for 

analyzing and evaluating the existing drainage system within the project limits. 

Existing ponding of stormwater along the roadside is likely to be drained in order to 

reduce it contribution to temporarily increasing the groundwater level and 

subjecting the road bed to saturation by the groundwater. Furthermore, roadway 

cuts into the terrain may occur in order to stabilize the slope. Water seepage from 

these cuts and springs may redirected in order to reduce ponding along or above 

the roadway. 

4.4.7 Substantial reduction in the amount or quality of water otherwise 

available for public water supplies? No. 

4.4.8 Exposure of people or property to water related hazards such as 

flooding or tidal waves? No. One of the objectives in this project is to reduce 

the risk of water related hazards from flooding or tidal waves to the people using 

and depending on the roadway. 

4.5 Plant Life- Will the proposed project result in: 

4.5.1 Destruction of any upland or mangrove forest communities? Maybe. It 

is likely that the elevation of the existing roadway will be raised in order to deduce 

the effects and/or the frequency of storm surges and tidal action. The act of 

raising the roadway may require the embankment to be raise thus likely extending 

its footprint in order to maintain a stable slope on the embankment. It is possible 

that fringes of existing upland or mangrove forest communities may be affected. 

4.5.2 Destruction of other important plant communities, such as sea 

grasses or plants having potential commercial value? No. 

4.5.3 Reduction of the numbers of any unique, rare or endangered plant 

species? No. 

4.5.4 Introduction of new species of plants into an area, or resultant barrier 

to the normal replenishment of existing species? No. 

4.5.5 Reduction in acreage of any agricultural crop? No. 

4.6 Animal Life- Will the proposed project result in: 

LYON ASSOCIATES 4-7


4.6.1 Destruction of any coral reef areas? No. 

4.6.2 Reduction of the numbers of any unique, rare or endangered animal 

species? No. 

4.6.3 Introduction of new animal species into an area, or result in a barrier 

to the migration or movement of animals? No. 

4.6.4 Substantial deterioration of fish or wildlife habitat? No. 

4.7 Noise- Will the proposed project result in: 

4.7.1 Increase in existing noise levels or exposure of people to severe noise 

levels? No, industrial or other activities that will create severe noise levels are 

anticipated at the site after the completion of the road improvement project. 

4.8 Land Use- Will the proposed project result in: 

4.8.1 Substantial alteration of the present or planned land use of an area? 

No. This project will make improvements to the existing road. 

4.9 Natural Resources- Will the proposed project result in: 

4.9.1 A noticeable increase in the rate of use of any natural resources? No. 

4.9.2 Substantial depletion of any non-renewable natural resources? No. 

4.10 Risk of Upset- Will the proposed project result in: 

4.10.1 A risk of an explosion or the release of hazardous substances 

including but not limited to oil, pesticides, chemicals, or radiation, in 

the event of an accident or upset conditions? No. The design process to 

date has not selected to chemical treatment such as Condor SS unless the State 

of Yap, Department of Public Works and Transportation recommends otherwise. 

Condor SS is a mixture of ion exchange resins and sulfuric and sulfonic acids that 

is designed to remove the water of hydration from subgrade clays. This allows the 

subgrade to be compacted to a dense, highly stable state. The mixture is applied 

by ripping and sprinkling or by injection into the subgrade, followed by compaction 

with a vibrating roller (Escobar, 1984). The material is extremely acidic (pH 1.25) 

so care must be used to avoid spills and to prevent overland flow runoff from 

treated areas immediately after application. In order to prevent or reduce the 

discharge of pollutants e.g. liquid petroleum products to storm water from material 

delivery and storage by minimizing the storage of hazardous materials on-site, 

storing materials in a designated area, installing secondary containment, 

conducting regular inspections, and training employees and subcontractors. 

LYON ASSOCIATES 4-8


Figure 4-4 Secondary Containment 


4.10.2 Possible interference with an emergency response plan? No. 

4.11 Population- Will the proposed project result in: 

4.11.1 Relocation or altered distribution, density, or growth rate of the human 

population of an area? No. 

4.12 Housing- Will the proposed project result in: 

4.12.1 Changes in existing housing or create a demand for additional 

housing? No. 

4.13 Transpiration- Will the proposed project result in: 

4.13.1 Generation of substantial additional vehicular movement? No. 

4.13.2 Substantial impact on roads and existing transportation system? Yes. 

Traffic patterns should remain the same. Temporary disruptions to the traffic is 

expected during construction activities. As a result of the road improvement, the 

roadway operation and maintenance costs for this segment of the road will be 

reduced. 

4.13.3 Alteration to present patterns of movement of people and/or goods? 

No. 

4.14 Public Services 

4.14.1 Will the proposed project result in or affect the need for new or altered 

services in Police or fire protection? No. 


services in Schools? No. 

LYON ASSOCIATES 4-9



services in Parks or other recreational facilities? No. 


services in Hospital? No. 


services in Other government services? No. 

4.15 Utilities 

4.15.1 Will the proposed project result in the need for new systems, or 

substantial changes in the Power? No. 


substantial changes in Communications? No. 


substantial changes in Water? Yes. There will be adjustments to the 

existing waterlines at those existing culverts to be added-on the new culverts. 


substantial changes in Sewage disposal? No. 


substantial changes in Solid waste disposal? No. 

4.16 Human Health- Will the proposed project result in: 

4.16.1 Creation of any health hazard or potential health hazard? No. 

4.16.2 Improvement of human health? No. 

4.17 Aesthetics- Will the proposed project result in: 

4.17.1 Obstruction of any scenic vista? No. 

4.18 Recreation- Will the proposed project result in: 

4.18.1 Changes in the quality or amount of existing recreational 

opportunities? No. 

4.19 Cultural Resources- Will the proposed project result in: 

4.19.1 Alteration or destruction of archaeological sites? No. 

4.19.2 Adverse physical or aesthetic impacts on a historic site? No. 



4.19.3 Potential to cause a physical change which would affect unique 

cultural values? No. 

4.19.4 Restriction of existing religious or sacred uses within the affected 

area? No. 

4.20 Others- Will the proposed project result in: 

4.20.1 Please specify. None 



5 ALTERNATIVES TO MITIGATE ADVERSE IMPACTS 

5.1 Design Considerations 

5.1.1 As stated above in this report, the objective of the project is to mitigate adverse 

impacts on and around the existing road. Project design considerations will 

encompass: 

• Design project to integrate into existing land contours. 

• Significant regrading of a site will require more costly erosion and 

sedimentation control measures and may require that on-site drainage facilities 

be installed e.g. silt fencing as shown in Figures 5-1 and 5-2. Note these 

figures will be included in the project construction plans and specifications 

Figure 5-1 

Silt Fencing for Sediment Control 


Figure 5-2 Silt Fencing for Cross Section 




• Carefully planned preservation of existing vegetation minimizes the potential of 

removing or injuring existing trees, vines, shrubs and/or grasses that serve as 

erosion controls. 

• Clearly mark, flag or fence vegetation or areas where vegetation should be 

preserved. 

• Prepare landscaping plans which include as much existing vegetation as 

possible and state proper care of this vegetation both during and after 

construction. 

• Define and protect with berms, fencing, signs, etc., a setback area from 

vegetation to be preserved. Setback area size should be based on the location, 

species, size, age and potential impact of adjacent construction activities or 

permanent improvements. 

• Proposed landscaping plans which do not include plant species that compete 

with the existing vegetation. 

• Do not locate construction traffic routes, spoil piles, etc., where significant 

adverse impact on existing vegetation may occur. 

• Rock outlet protection is a physical device composed of rock, grouted riprap, or 

concrete rubble which is placed at the outlet of a pipe to prevent scour of the 

soil caused by high pipe flow velocities, and to absorb flow energy to produce 

non-erosive velocities. 

Figure 5-3 

Stormwater Outlet Protection 


5.2 Erosion Control Plan 

5.2.1 However, during the construction of improvements best management practices 

(BMP) in the design documents shall be implemented by the contractor. 

5.2.2 The contractor shall prepare and submit to Yap State EPA for approval. 

Sequencing the construction project to reduce the amount and duration of soil 

exposed to erosion by wind, rain, runoff, and vehicle tracking. The design team is 

aware that construction scheduling to reduce erosion may increase other 



construction costs due to reduced economies of scale in performing site grading. 

Note that the erosion control will be included in the specifications. The cost 

effectiveness of scheduling techniques should be compared with the other, less 

effective erosion and sedimentation controls to achieve a cost-effective balance. 

Recommended approaches shall include: 

• Avoid rainy periods: Schedule major grading operations during dry months. 

• Allow enough time before rainfall begins to stabilize the soil with vegetation or 

physical means or to install temporary sediment trapping devices 

• Sequence construction so that haul roads and stockpiles are buffered with 

planted areas prior to discharging offsite. 

• Separate offsite runoff where possible, so that it flows through the construction 

site without going through bare ground. 

• Locate stockpiles away from waterways or low spots. 

• Maintain swales and natural drainage ways in vegetated condition. 

• Save trees and other existing vegetation. Vegetation along the perimeter of the 

site provides an effective buffer against sediment leaving the construction site. 

• Use naturally level area for parking during construction. 

• Maintenance and inspect erosion control BMPs daily and log the findings. 

• Provide mulching, grassing other ground cover to reduce bare areas. 

• Minimize soil exposed at one time: Schedule projects to disturb only small 

portions of the site at any one time. Complete grading as soon as possible. 

Immediately stabilize the disturbed portion before grading the next portion. 

Practice staged seeding. Revegetate cut and fill slopes as the work 

progresses. 

• Trenching: Close and stabilize open trenches as soon as possible. Sequence 

trenching projects so that most open portions of the trench are closed before 

new trenching is begun. 

5.3 Monitoring Plan 

5.3.1 The design team recommends and will include a monitoring plan in the 

specifications that Yap EPA require the contractor to prepare and conduct a 

surface water monitoring program for construction activities within water ways. 

5.4 Traffic Control Plan 

5.4.1 The design team will prepare a traffic control plan in order to mitigate traffic delays 

during construction and to enhance public safety and will include traffic control plan 

requirements in the specifications. 



6 THE NEED FOR THE PROPOSED PROJECT 

6.1 Summary 

6.1.1 Although the existing was only constructed in the mid 1980s, the following 

problems have been sited: 

• The asphalt pavement has deteriorated in several segments of the road 

particularly along the shoreline. Yap State has replaced the asphalt pavement 

in some of these areas with portland concrete pavement but the problem 

persists. 

• The original construction of this road segment in this project changed the preexisting 

drainage system resulting in changing upland forest into upland 

marshes and altering flow patterns to downstream both freshwater and 

saltwater wetland. 

6.1.2 The State of Yap, Department of Public Works and Transportation defined the 

scope of this project and published a request for proposal (RFP). Lyon Associates 

was selected and was issued the Notice to Proceed (NTP) for the design services 

for this project December 9, 2009. The document was prepared in accordance to 

the contract. 

LYON ASSOCIATES 6-1


7 REFERENCE 

Buden, D.W. 1996. Rediscovery of the Pohnpei Mountain Starling (Aplonis pelzelni). The 

Auk 113(1):229-230. 

Buden, D.W. 2000. A comparison of 1983 and 1994 bird surveys of Pohnpei, Federated 

States of Micronesia. Wilson Bull. 112(3):403-410. 

City and County of Honolulu, Dept. of Environmental Services 1999. Best Management 

Practices Manual for Construction Sites in Honolulu, pp 144. 

Cole, W.S. 1960 Bull Am Pal., 41 pp 77-83 

Devoe, N. 1991. Interim Report: Mangrove Areas Use Classification, Pohnpei, FSM. 

Institute of Pacific Islands Forestry, U.S.D.A. Forest Service, Honolulu, Hawaii 96813. 

28 pp. Unpublished manuscript. 

Engbring J., F.L. Ramsey and V.J. Wildman 1990. Micronesian forest bird surveys, the 

federated states: Pohnpei, Kosrae, Chuuk and Yap. U.S. Fish and Wildlife Service. 

Department of the Interior, Washington D.C. 

Escobar, R. 1984. Electrochemical soil stabilization. Joint publication of the Organization 

Condor, Apartado 80565, Caracas '1080A Venezuela and Earth Science Products 

Corp. 1960 S. W. 16th Ave, Portland, Oregon, 97201, USA. 110 p. 

Falanruw, M., Cole, T., Ambacher, A., McDuffie, K. & Maka, J. 1987a. Vegetation Survey of 

Moen, Dublon, Fefan and Eten, State of Truk, Federated States of Micronesia. Resour. 

Bull. PSW-20. Pacific Forest and Range Experiment Station, U.S. Department of 

Agriculture, Berkeley, California. 6 pp + 3 maps. 

Falanruw, M., Whitesell, C., Cole, T., MacLean, C. & Ambacher, A. 1987b. Vegetation 

Survey of Yap, Federated States of Micronesia. Resour. Bull. PSW-21. Pacific Forest 

and Range Experiment Station, U.S. Department of Agriculture, Berkeley, California. 9 

pp + 4 maps. 

Falanruw, M.V.C., T. Cole, A.H. Ambacher, K.E. McDuffie & J.E. Maka. 1987. Vegetation 

Survey of Moen, Dublon, Fefen and Eten, State of Truk, Federated States of 

Micronesia, USDA Forest Service, Resource Bull. PSW-20, 6pp+ 3 maps. 

Falanruw, M.V.C. 1988. On the status, reproductive biology and management of fruit bats 

of Yap. Micronesica 21 (1-2), pp. 39-51. 

Food and Agricultural Organization of the United Nations. 1989. Watershed management 

field manual - Road design and construction in sensitive watersheds. FAO 

Conservation Guide, 13/5. 196 p. 

Fosberg, F.R., M-H. Sachet and R. Oliver 1979. Geographical checklist of the Micronesian 

Dicotyledonae. Micronesica 18(1):23-82. 


Pteridophyta and Gymnospermae. Micronesica 18(1):23-82. 


Monocotyledonae. Micronesica 18(1):23-82. 

Fosberg, F.R. 1947. Micronesian Mangroves. New York Bot. Gard. Jour. 48: 128-138. 

Fosberg, F.R. 1975. Phytogeography of Micronesian Mangroves. Proc. International 

Symposium on Biological Management of Mangroves. 1: 23-42. 

FSM 1999. Proceedings of the 2 nd FSM Economic Summit. Pohnpei, FSM 

FSM 2000. Coastal Fisheries Consortium Report of Proceedings. FSM Department of 

Economic Affairs, Pohnpei. 

FSM Yap Branch Statistics Office, Division of Statistics, Department of Economic Affairs, 

2002. Yap State Census Report, 2000 FSM Census of Population and Housing. 

FSM Yap Branch Statistics Office, Division of Statistics, Department of Economic Affairs, 

2002. Yap State Annual Statistical Yearbook, 2007. 

LYON ASSOCIATES 7-2


FSM Statistical Unit, Division of Statistics, Department of Economic Affairs, 2007. 

Statistical Yearbook, FSM 2007. 

Gawel, M.J. 1993. The Federated States of Micronesia State of the Environment Report. 

SPREP 

Geotesting Inc. 1986. The Yap Road Improvements - Phase V Soil Investigation Report. 

Holthus, P.F. 1987. Pohnpei Coastal Resources: Proposed Management Plan. Draft 

Report. South Pacific Regional Environment Programme, Noumea, New Caledonia. 

101 pp. 

Hosokawa, T. 1954. On the Campnosperma Forests of Yap, Ponape and Kusaie in 

Micronesia. Mem. Fac. Sci. Kyushu Univ. Ser. E. 1: 219-243. 

Hosokawa, T. 1957. Outline of the Mangrove and Strand Forests of Micronesian Islands. 

Mem. Fac. Sci. Kyushu Univ. Ser. E. 2(3): 101-118. 

Hosokawa, T. 1971. On the tropical rainforest conservation to be proposed in Micronesia. 

In: Proc. Symposium on Planned utilization of the lowland tropical forests: 150-164. 

Pre-Congress Conference in Indonesia. 

Hosokawa, T., Tagawa, H. & Chapman, V.J. 1977. Mangrove of Micronesia, Taiwan, 

Japan, the Philippines and Oceania. In: Chapman, V.J. (ed.) 1977, Wet Coastal 

Ecosystems: 271-291. Elsevier Publishing Co., Amsterdam. 

IUCN 1991. IUCN Directory of Protected Areas in Oceania. Prepared by the World 

Conservation Monitoring Centre. IUCN, Gland, Switzerland and Cambridge, U.K. 

Johnson, C., Alvis, R., Hetzter, R and Blumestock, D., 1960 U.S. Army Pacific APO 958, pp 

168 

Kogo, M., Miyagi, T. & Musahino, Y. 1985. Final Report on Mangrove Research in Truk 

Islands, April 19 - May 10 1985. Prepared for the UNDP/UNESCO Regional Project: 

Mangrove Ecosystems of Asia and Pacific RAS/79/002. Al Gurm Research Centre, 

Tokyo, Japan. 80 pp. 

Koyama, T. 1964. The Cyperaceae of Micronesia. Micronesica 1(1): 59-112. 

Laird, W.E. 1982. Soil Survey of Island of Ponape, Federated States of Micronesia. USDA 

Soil Conservation Service, Washington, D.C. 81 pp + 1 map and 43 aerial photos. 

Laird, W.E. 1983a. Soil Survey of Islands of Truk, Federated States of Micronesia. USDA 

Soil Conservation Service, Washington, D.C. 65 pp + 3 maps and 16 aerial photos. 

Laird, W.E. 1983b. Soil Survey of Island of Kosrae, Federated States of Micronesia. USDA 


Lal, P.N. 1989. Utilization and Management of Coastal Wetland Resources in Kosrae. 

Unpublished manuscript. University of Hawaii Sea Grant, Honolulu, Hawaii. 39 pp. 

Lobban, C.S., Daily, F.K., Daily, W.A., Hoshaw, R.W. & Schefter, M. 1990. Periphyton, 

Excluding Diatoms and Desmids, from Yap, Caroline Islands. Micronesica 23(1): 27-40. 

Lyon Associates, 2010. Draft Drainage Assessment, pp 13. 

MacLean, C., Cole, T., Whitesell, C., Falanruw, M. & Ambacher, A. 1986. Vegetation 

Survey of Pohnpei, Federated States of Micronesia. Resour. Bull. PSW-18. Pacific 

Forest and Range Experiment Station, U.S. Department of Agriculture, Berkeley, 

California. 9 pp + 11 maps. 

MacLean, C., Cole, T., Whitesell, C. & McDuffie K. 1988. Timber Resources of Kosrae, 

Pohnpei, Truk and Yap, Federated States of Micronesia. Resour. Bull. PSW-24. Pacific 


California. 8 pp. 

Miyagi, T. & Kiyoshi, F. 1989. Geomorphological Situation and Stability of Mangrove Habitat 

of Truk Atoll and Ponape Island in the Federated States of Micronesia. Science 

Reports of the Tohuku University, 7th Series (Geography) 39 (1): 25-52. 

Mowbray, D.L. 1988. Pesticide use in the South Pacific. UNEP Regional Seas Reports and 

Studies No.89; SPREP Topic Review No.26. UNEP, Nairobi. 

LYON ASSOCIATES 7-3


Nedachi, M., Meada, T., Shigeyoshi, R., Inoue, A., Shimada, K., Higashi, M., Habano, A., 

Azuma, T. and Hatta, A. 1999 Taktai, K.M., Nedachi, Y., Yamanouchi, H. and 

Matsumura, K., 2001. Geology of Environments on Yap Islands, Micronesia. Occa. 

Paper Kagoshima Univ. Research Center for the South Pacific, 34, 69-76 pp 

Nedachi, M., Taktai, K.M., Nedachi, Y., Yamanouchi, H. and Matsumura, K., 1996 Occa. 

Paper Kagoshima Univ. Research Center for the South Pacific, 32, 24-29 pp 

Nelson, S.G. (ed.) 1989. The Inland Aquatic Habitats of Yap. University of Guam Marine 

Laboratory Technical Report No.92. Mangilao, Guam. 78 pp. 

Pettys, E., Peter, S., Rugg, R. & Cole, T. 1986. Timber Volumes in the Mangrove Forests of 

Pohnpei, Federated States of Micronesia. Resour. Bull. PSW-19. Pacific Forest and 

Range Experiment Station, U.S. Department of Agriculture, Berkeley, California. 

Pratt, H.D., Bruner, P.L. & Berrett, D.G. 1987. A Field Guide to the Birds of Hawaii and the 

Tropical Pacific. Princeton University Press, Princeton, U.S.A. 409 pp. 

Smith, C.M. 1983. Soil Survey of Islands of Yap, Federated States of Micronesia. USDA 


SPREP 1993. The Federated States of Micronesia Nationwide Environmental Management 

Strategies. Apia, Western Samoa. 

Stemmermann, L. 1981. A guide to Pacific wetland plants. U.S. Army Corps of Engineers, 

Honolulu, Hawaii. 118 pp. 

Stemmermann, L. & Proby, F. 1978. Inventory of Wetland Vegetation in the Caroline 

Islands (2 volumes). U.S. Army Corps of Engineers, Pacific Ocean Division, Fort 

Shafter, Hawaii. 93 pp + 61 maps (Volume 1); 382 pp (Volume 2). 

Trustrum, N.A. 1996. Pohnpei’s Watershed Spatial Plan and Management Guidelines. 

Landcare Research, New Zealand, Ltd. Palmerston North, New Zealand. 

Tsuda, R.T., Fosberg, F.R. & Sachet, M.H. 1977. Distribution of Seagrasses in Micronesia. 

Micronesica 13 (2): 191-198. 

UNEP/IUCN 1988. Coral Reefs of the World. Volume 3: Central and Western Pacific. UNEP 

Regional Seas Directories and Bibliographies. IUCN, Gland, Switzerland and 

Cambridge, U.K./UNEP, Nairobi, Kenya. 

U.S. Army Corps of Engineers, Pacific Ocean Division 1988. Yap Coastal Resource Atlas. 

Manoa Mapworks, Honolulu, Hawaii. 67 pp. 

U.S. Army Corps of Engineers, Pacific Ocean Division 1989b. Yap Islands Coastal 

Resource Inventory. U.S. Army Corps of Engineers, Pacific Ocean Division, Fort 

Shafter, Hawaii. 355 pp. 

U.S. Department of Agriculture, Soil Conservation Service, Forest Service, U.S. Department 

of Interior, Office of the High Commissioner, Trust Territory of the Pacific Islands, 

University of Hawaii at Manoa, College of Tropical Agriculture and Human Resources 

1981. General Soil Map, Islands of Yap, FSM. 

Western Regional Climate Center 2007. Summary Precipitation Yap WSO Station. 

Whitesell, C., MacLean, C., Falanruw, M., Cole, T. & Ambacher, A. 1986. Vegetation 

Survey of Kosrae, Federated States of Micronesia. Resour. Bull. PSW-17. Pacific 


California. 8 pp + 1 map. 

Wiles, G.J., D.W. Buden and D.J. Worthington 1999. History of introduction, population 

status, and management of Philippine deer (Cervus mariannus) on Micronesian 

Islands. Mammalia, t.63,n o 2: 193-215 

Wilson, A. Meriwether & Hamilton, L.S. (eds) 1992. Kosrae Island Integrated Coastal 

Resources Assessment for Biodiversity/Cultural Conservation and Nature-Based 

Tourism. The East-West Center, Environment and Policy Institute, Honolulu, Hawaii. 

121 pp. 

LYON ASSOCIATES 7-4


Yap State Environmental Protection Agency, c. 1995. Title II Environmental Impact 

Assessment. 

Ziemer, R.R., & Megahan, W.F. 1991. Erosion and Sedimentation Control on Roads and 

Construction Sites in the Federated States of Micronesia. 

LYON ASSOCIATES 7-5


This preliminary environmental impact statement was prepared by Terry Kearney, PE, Civil 

and Environmental Engineer. Mr. Kearney has reviewed and/or prepared environmental 

documents for 38 years. He has a masters degree in public health with a specialty in 

environmental heath and a masters degree in urban and regional planning. He has worked 

for Lyon Associates for eight years. 

LYON ASSOCIATES 7-6


Appendix A 

OBSERVATIONS DURING TRIP TO FSM 

October 28 to November 8, 1990 

Robert R. Ziemer & Walter F. Megahan 

YAP 

We drove the length of the cross-island road that was being constructed by You One 

Construction Company from Korea. The new road runs from Colonia through Tomil to the 

northeastern coast of Maap. Construction began in Maap and is proceeding to Colonia. 

Construction is nearing completion in Maap and Tomil, but paving had not yet begun. Rightof-way 

clearing is just beginning near Colonia. The road seems to be well-designed. The 

subgrade is being stabilized using injected Condor SS. This is designed to chemically 

extract water from the clay lattice, allowing the lattice to collapse and the clay to be 

compacted. There was local concern about the environmental safety of Condor SS. There 

was an unverified report that about 500 gallons of the material had recently been spilled, 

but we did not see the location. 

The road surface is crowned, directing drainage to poured-in-place concrete V-shaped 

drainage ditches on both sides of the road. We were unable to obtain information on the 

design flow of the ditches, but they appear in some cases to be too small to carry intense 

storm runoff. In several cases, the ditches are so constructed that runoff will probably jump 

the turn at the downhill end and continue down the road rather than be diverted from the 

road as expected. 

The road near Colonia is intended to encroach into the mangrove and lagoon margin. We 

recommend that during construction, a silt; fence be installed to limit migration of sediment 

into the lagoon. And, upon completion of the subgrade, the road fill be protected by a sea 

wall or rip-rap. 

At the bridge site between Tomil and Maap, the channel has been filled and an extensive 

soil disposal site has been constructed on the Tomil side of the channel. All flow within the 

channel has been blocked by the fill and the mangrove appears to be stressed and the 

leaves seem to be yellowing. A burlap silt fence has been constructed near the disposal 

site, but it seems to be ineffective. The plan is to construct a bridge and to eventually 

remove the fill. Construction costs are probably lowered by this method, but the amount 

of sediment introduced to the channel is very large. The environmental consequences of 

this additional sediment is unknown. 

About 1 mile from the bridge site on Maap, there is a large fill and disposal site containing 

about 30,000 cubic yards of soil. This material appears to be uncompacted and poor 

surface drainage has caused severe gullying on the fill face. Eroded material is being 

transported to and down a small drainage basin to be discharged into the lagoon about 1/4 

mile away. Surface drainage here should be controlled and routed to a hardened and safe 

location. The fill should be quickly revegetated with woody plants to provide some 

LYON ASSOCIATES 7-7


strength to the weak fill. Revegetation will assist in stabilizing the fill, but since the entire fill 

was not compacted there is little internal strength and vegetation can not be expected to 

solve the problem. Unless surface water is directed away from the fill face, a serious 

gullying problem can be expected at this location for years. In addition, a silt fence: or 

barrier should be installed at the base of the fill to catch eroded material. 

Although the road itself seems to have been well-designed, the provision for dealing with 

water once it leaves the road is poorly planned. Apparently, concern for off-road 

environmental damage was not part of the road design. For example, it is not uncommon 

for roadside ditches to carry water for up to 1600 feet before discharging into a stream or 

scale. At such discharge points, inadequate provision has been made to protect the slope 

or stream channel from the volume or force of the water that will be discharged. For a 40- 

foot wide roadway, the ditch discharge for a 1600-foot run during a 1-inch storm would be 

20x1600x(1/12)=2667 cubic feet of water. In this climate, it is perhaps not unusual to have a 

1-inch rainfall in 10 minutes. It is important to calculate expected 5- and 10-minute 

intensities for different return intervals, and further to calculate anticipated peak discharges 

from the road surface and surrounding right-of-way that contributes to ditch flow. The NOAA 

Weather Service collects such intensity data, but discussions with the local NOAA offices in 

Yap, Chuuk, Pohnpei, Kosrae, Guam, and Honolulu did not yield the records. 

Where energy dissipation and channel lining is provided, it is too small an effort to be very 

effective during storm flows. Across the road from the Maap fill disposal site is an example 

of poorly designed discharge of road drainage. The road drainage ditch runs for about 1100 

feet to a drop inlet where a box culvert discharges into a small grass and fern vegetated 

swale. Although water has been directed onto this scale for only about a month, there is 

evidence that a deep gully will form within a short time. The shallow grass-fern root system 

has already been penetrated by the incipient gully and there is little soil resistance to 

prevent accelerated gullying. It is important to control the force of water leaving the culvert 

and as it travels down this steep swale. We suggested that this would be an ideal place to 

demonstrate erosion control techniques. It is important to get some woody vegetation 

established to provide a fibrous root system and strengthen the soil. Marjorie Falanruw 

suggested that hibiscus can be established by simply pushing cuttings into the ground. It 

would be useful to test several types of vegetation for effective erosion control. The 

vegetation should be quick to establish and produce a deep and dense network of fibrous 

roots. In addition, the vegetation must be capable of withstanding the force of high velocity 

running water. The force of water could be reduced by placing and staking logs across the 

slope, creating a series of check dams as the water is routed down the slope. Had the water 

been routed about another 50 feet down the road, it could have been discharged onto a 

small ridge, rather than into the swale, and the runoff would have tended to disperse rather 

than concentrate. 

The question of the effectiveness of Vetiver grass was raised. There is 

concern in Yap that if introduced, Vetiver may escape and become a pest. In general, it is 

preferable that native rather than introduced species be used for three reasons: the ready 

availability of native materials, the cost of exotics, and the hazard of exotics becoming a 

pest. 

Not only has off-road erosion control not had high priority in the road 

design, there are no funds budgeted for continued road maintenance, let alone 

off-site erosion control. 

LYON ASSOCIATES 7-8


Unfortunately, without some local responsibility and technical direction, it is doubtful that 

any preventative action will be taken and large scale gullies will become common at the 

outfalls of many road ditches. Once the gullies form, repair or control will be extremely 

expensive and probably beyond the financial and technical capabilities of Yap State. To the 

direct costs of erosion control must be added the additional environmental damage to 

hill slopes, streams, taro patches, and lagoon ecology. 

Although we spent much of our time observing the major cross-island road, there are 

numerous secondary and agricultural roads that are constructed with little or no planning or 

erosion maintenance. In total, these roads produce a large and dispersed source of 

continuing sedimentation to agriculture, streams, and lagoon. Some of these secondary 

roads are constructed by the Seabees, sometimes as a favor to the local chief or 

landowner. It is common for Yap EPA to be excluded from review or notification. There 

should be some central clearing house agency or procedure for requesting and reviewing 

road construction plans. 

We visited the NOAA Weather Station on Yap, Chuuk, Pohnpei, and Kosrae. The story 

was the same at each location: the local station does not retain weather data, but sends it 

all to the National Climate Data Center in Ashville, NC. Each station records the time of 

each tip of the tipping-bucket rain gage (0.01-inch). Rainfall intensities of 24-hour and 1- 

hour have been published for the past 30+ years, but the 1-hour intensities are on the datatapes 

for only the past 3 or so years. NOAA states that previous years have not been 

"digitized". For estimating erosion hazard from small drainages, it is important to develop 

intensity curves for time periods as short as 5 minutes. The time of concentration for peak 

discharge from the road ditches will be 5 to 10 minutes. 

We visited the USGS gauging stations at Burong Stream and Eyeb Stream. We found the 

concrete weirs, but the gage housing had been removed. When we arrived in Guam, we 

telephoned Greg Ikehara, USGS Guam (339-5293). He stated that in August the Yap State 

Legislature did not vote funds to continue data collection. Ikehara has been working 

primarily with Charles Chieng, Director of Yap Public Works. Adrian Gimed has been the 

streamgager on Yap for many years. He has not been employed since funding was 

terminated. Funding for gaging stations is shared equally between each FSM State and the 

USGS. Earlier in the year, Ikehara and Bill Meyer of the USGS Honolulu office (808-541- 

2654) visited Yap to explain to the Governor, Legislature, and Public Works Director Chiang 

the importance of the hydrologic record. Ikehara thought that their arguments were wellreceived 

and that funding would be restored, but as of November there has been no further 

communication with Yap. Ikehara also mentioned that streamgages were discontinued and 

removed from Chuuk State "several years ago" after a couple years of continued nonpayment 

of the Chuuk State funding share. Ikehara stated that funding was continuing in 

Pohnpei and Kosrae and the stream gages were still operating there. However, when we 

arrived in Kosrae we were told by Bruce Howell that the Kosrae legislature had recently 

voted to terminate funding for the Kosrae gauging station network. Howell stated that the 

Kosrae share of the cost was $5000 per year. 

LYON ASSOCIATES 7-9


TECHNICAL SPECIFICATIONS Addendum No. 1 (11-29-2010) 

SERIES 100 

PRELIMINARIES AND GENERAL DESCRIPTION OF WORKS 

101. INTRODUCTION 

101. The Government of Yap State as part of their road development program 

proposes to rehabilitate and improve approximately 4.06 miles of road known 

as Northern Yap Road Improvements Project. 

102. LOCATION 

102.1 The project is located in central to northern Yap State, Federated States of 

Micronesia. 

103. DETAILS OF PROJECT 

103.1 The beginning of the project is at the Hospital Intersection with the main road to 

Keng. It proceeds north and terminates at the western edge of Tagireeng 

Bridge. This segment of the road travels along the coastline through the villages 

of Keng, Dugor, Makal, Tafgif, Rumuu, Gargey, and Daboch. 

104. WORKS INCLUDED IN THIS CONTRACT 

104.1 The scope of Works includes: 

a) Site clearing of shrubs and undergrowth, grubbing, demolition of 

obstructions on the site in the way of or otherwise affected by the Works as 

shown in the drawing plans and specifications. 

b) Drainage works including culverts, concrete ditches and interceptor drains. 

c) Repair of gabion type seawall construction for road embankment protection 

in low areas. 

d) Subbase preparation, base and wearing course for the pavement. 

e) Asphalt paving works. 

f) Maintain all roads or access affected by construction in a motorable 

condition at all times. 

g) Payment of all costs including royalty for borrow materials from borrow pit 

outside the construction limit. 

h) All works incidental to the project including adjustment or relocation of 

services carried out within the terms of the Contract. 

SERIES 100 Page 1 of 9



105 WORKS UNDER WATER 

105.1 Certain of the Works may have to be carried out under water, and the rates and 

prices named by the Contractor in his bid shall include for all extra costs and 

changes whatsoever arising out of such work including the effects of 

exceptionally high flood levels and including any cost involved in working 

outside normal working hours or on rest days. 

106 WORKS TO BE COMPLETED 

106.1 This Specification has been drawn up with all possible care and is intended to 

cover supply of all materials and the execution of all works necessary to 

complete the Works (except as otherwise provided in this Specification). In 

case there are any details of construction or materials which have not been 

referred to in this Specification and Drawings but the necessity of which may 

reasonably be implied or inferred from the Specification or Drawings or which 

are usual or essential to the completion of all works in all trades, the same shall 

be deemed to be included in the Bid Price tendered by the Contractor. 

107. BID DOCUMENT AND VISIT SITE 

107.1 The Contractor shall be deemed to have read the Bid Documents for the Works 

and have visited the site before bidding and acquainted himself with any item or 

contingency liable to affect his bid price. No claims for extra remuneration or 

extension of the Contract time on the ground of ignorance of the working 

conditions or of his contractual obligations will be entertained. 

107.2 The accuracy of any particulars given or records referred to in the Contract 

Documents or supplied to the Contractors for their information is not in anyway 

guaranteed. The Contractor shall take into consideration all available records 

with regard to water levels, water courses, drains and all other physical features 

of the site in submitting his bid. 

108. MATERIALS PLANTS AND WORKMANSHIP 

108.1 Materials and workmanship throughout the works shall be of the highest quality 

of their respective kinds and it shall be understood that no superior class of the 

specified materials or workmanship is available in Yap. 

108.2 Unless otherwise specified, all materials and workmanship shall comply with 

Yap Standard and Codes of Practice where applicable and unless these are not 

available, American Standards and Codes of Practice shall apply. 

The Bidder may propose other Standards or Codes of Practice provided that 

the Standards or Codes are equivalent or superior to the relevant Yap or 

American Standards or Codes. Two copies of each Standard or Code 

proposed by the Bidder shall be provided by the Bidder with this bid. The 

Contractor shall as far as possible deploy labor, materials and plant available in 

Yap State in the execution and completion of the Work under this Contract. 




108.3 Due consideration in the award of bids will be given to Contractors who will 

make use of local resources in respect of labor, plant and materials. 

108.4 Wherever in this Specification any proprietary goods or materials are specified, 

goods or materials of alternative manufacturer may be considered for 

acceptance provided they comply in all respects as regards appearance and 

quality and are approved by the Contracting Officer. 

108.5 Wherever in this Specification any goods or materials are specified such is to 

be considered as being the minimum standard acceptable. In the event of the 

Contracting Officer allowing the substitution of any of these materials during the 

course of the contract, such substitution shall be accompanied by a 

corresponding deduction in cost unless the Contracting Officer directs 

otherwise. 

109. MATERIALS OF YAP ORIGIN 

109.1 The materials of Yap-origin where applicable must be used by the Contractor to 

the exclusion of imported materials and he shall allow for this special 

requirement in his bid. 

109.2 Under no circumstances will the Contractor be permitted to use imported 

materials unless he proves to the satisfaction of the Contracting Officer that 

local materials are not available, or if available are not of an acceptable 

standard or obtained practically. 

110. SUPPLY OF MATERIALS 

110.1 The Contractor shall place orders for specified materials at the earliest possible 

date after the acceptance of his bid. 

110.2 If the Contractor’s failure to supply any material causes any interruption or 

delay in the progress of the work, the Owner may supply any portion or all of 

the materials and the cost will be borne by the Contractor and shall be either as 

calculated at the current market rates or the actual cost to the Owner at the 

date of supply, including overheads and any other charges, whichever is the 

greater. 

110.3 Any costs incurred under the proceeding paragraphs shall be deducted from 

the Contract Sum by means of a Variation Order, but in the case of sub-clause 

110.2 above only, such Variation Order shall not be taken into account in 

computing the final sum on which the Retention Fund is based and no claim for 

loss profit under the conditions of this Contract shall be deemed to have risen. 

No action taken under these clauses shall in any way affect or modify the right 

of Owner to claim for damages in the event of the Contractor’s failure to 

complete the wok by the agreed date. 

111. SAMPLES 

111.1 The Contracting Officer shall be at liberty to call for submission of samples of 

materials or the execution of samples of workmanship for approval, and for 




further samples as are required until the samples submitted or executed are, in 

his opinion, in accordance with this Specification. 

112. INSURANCE AND LICENSES 

112.1 The Contractor shall ensure and provide evidence to the Owner that all his 

plant operators and lorry drivers do posses valid driving licenses and all earthmoving 

plant and vehicles shall be covered by third party insurance policies. 

The Contractor shall comply with the requirements of the Yap State Road 

Traffic Ordinance in all respects. 

113. WORKMEN’S ACCOMMODATIONS 

113.1 The Contractor shall provide, maintain and remove on completion of the works 

any necessary temporary accommodation and living facilities including all 

necessary services for water supply, drainage and lighting for his staff. 

113.2 Before any work is commenced on temporary accommodation the Contractor 

shall submit to the Contracting Officer a location plan and details of the 

proposed accommodations and services for his approval. The Contractor shall 

also comply with any statutory obligations and obtain any necessary approval 

from Statutory Authorities in writing, a copy of which shall be sent to the 

Contracting Officer. 

114. MEDICAL SERVICES 

114.1 The Contractor shall provide adequate medical services and first aid facilities 

suitable to the size and composition of his staff and labor force. The Contractor 

shall afford the Contracting Officer’s site staff full use of the services and 

facilities when required. 

115. EVERYTHING AT CONTRACTOR’S RISK 

115.1 All buildings, structures, furniture, equipment, plant, and things whatsoever 

which the Contractor is required by this Section of the Specification or 

elsewhere in the Contract Documents to provide shall at all time be at the risk 

of the Contractor, who shall at his own cost maintain them and renew anything 

as necessary notwithstanding any use of or damage thereto caused by the 

Contracting Officer’s site staff. 

116. REVERSION TO CONTRACTORS 

116.1 On completion of the Contract Works all buildings, structures, furniture, 

equipment, plant, and things provided and maintained under the terms of this 

Section of the Specification unless otherwise stated shall revert to the 

Contractor, who shall dismantle and remove all such things from the site and 

leave the site clean and reinstated to the approval of the Contracting Officer. 




117. PROGRAM TO BE PROVIDED 

117.1 The Contractor shall submit with his bid a preliminary program outlining his 

working methods, expected times or completion for the various parts of the 

work, details of any temporary structures he proposes to use and a schedule of 

plants and equipment. 

117.2 As soon as possible after the acceptance of his bid, the Contractor shall, if 

required, submit to the Contracting Officer for his approval, a detailed program 

showing the method of working, full details of any temporary structures and 

expected dates for completion of the various parts of the work. Refer to sub- 

Clause 4.5, Additional General Requirements. 

117.3 Once a program has been approved or agreed, the Contractor shall make every 

effort to maintain this program. 

117.4 The program may be revised subject to approval by the Contracting Officer. 

118. CONTRACTOR’S SUPERINTENDENCE 

118.1 The Contractor shall provide all necessary superintendents during the execution 

of the Works and as long thereafter as the Contracting Officer may consider 

necessary for the proper fulfillment of the Contractor’s obligations under the 

Contract. 

118.2 Without prejudice to sub-clause 7.17 of the General Requirements, the 

Contractor shall appoint a Site Agent who must be a qualified Engineer having 

sufficient relevant experience and he shall be approved by the Contracting 

Officer in writing (which approval may at any time be withdrawn). He shall have 

an aptitude for organizing and controlling men, be able to think quickly and 

decisively, and deal courteously and tactfully with other members of the 

Construction Team. He shall be constantly on the Works and shall devote the 

whole of his time to the superintendence of the same. If such approval is 

withdrawn by the Contracting Officer, the Contractor, as soon as is practicable 

after receiving written notice of such withdrawal shall remove the Agent from 

the site and shall not employ him again on the site in any capacity. Another 

Site Agent approved by the Contracting Officer shall replace him to take over 

his duties. 

119. DIMENSIONS AND LEVELS 

119.1 Before the Works or any part thereof are commenced the Contractor shall verify 

the dimensions and levels shown on the drawings and shall notify the 

Contracting Officer of any discrepancy which may affect the dimensions or 

levels of any part of the works. Such notification by the Contracting shall be 

given sufficient time to allow the Contracting Officer to prepare drawings or 

schedules showing his amended requirements. 

119.2 The Contractor shall in particular verify the levels of the existing ground 

surfaces within areas earthworks are to be performed and the locations and 




bed levels of watercourses. These may differ from the locations and levels 

shown on the drawings depending on the extending of erosion of the banks and 

beds are which has taken place during the interval between survey and 

construction. Existing roadway has been maintained by grading and there may 

be slight variations in the existing elevations with that shown on the drawings. 

120. SETTING OUT 

120.1 The Contractor shall be responsible for the true and proper setting out of the 

works and for the correctness of the position levels, dimensions and alignment 

of all parts of the works and for the provision of all necessary instruments, 

appliances and labor in connection therewith. If at any time during the progress 

of the works any errors shall appear or arise in the position levels dimensions or 

alignment of any part of the works the Contractor on being required so to do by 

the Contracting Officer unless such error is based on incorrect data supplied in 

writing by the Contracting Officer in which case the expense of rectifying the 

same shall be borne by the Owner. The checking of any setting-out of any line or 

level by responsibility for the correctness thereof and the Contractor shall 

carefully protect and preserve all benchmarks, sight rails, pegs and other things 

used in setting out the Works. The Contractor shall establish all horizontal curve 

points of intersection (PI’s), beginning of curve (BC’s), and end of curve (EC’s), 

and establish ties for these. 

120.2 Before commencing earthmoving at any location, the Contractor shall provide 

and install pre-cast concrete reference beacons on both sides of the road 

centerline at a spacing of 1,000 feet. The beacons shall be firmly sited at right 

angles to the centerline offset 50 feet or such other distance as directed by the 

Contracting Officer. The beacons shall not be less than 4 inch square in plan 

and shall take all practicable steps to safeguard the beacons including fencing 

and concreting in where necessary in the opinion of the Contracting Officer and 

shall replace any damaged beacons. 

120.3 The Contractor shall place slope stake at 50-foot intervals, where possible, on 

both sides of the roadway for the entire length of the project. The slope stakes 

shall consist of a wooden hub driven flush to the existing ground at the catch 

point with a four- foot lathe with a ribbon tied to the lathe. The appropriate fill or 

cut data shall be clearly written on the lathe. These shall be replaced as 

necessary and shall remain in place until the slope has been checked and 

approved by the Inspector. 

120.4 The Contractor shall place grade stakes at 50-foot intervals, where possible. 

Grade stakes shall be wooden hubs driven to the elevation of the edge of 

pavement and offset from the edge of pavement by a standard distance. The 

stakes shall remain in place, and shall be replaced if destroyed, until not longer 

needed. 

120.5 The Contractor shall place finish grade stakes at 50-feet interval. The 

Contractor shall demonstrate to the Contracting Officer that the various 

structural sections comply with allowable grade tolerances. 




121. TEMPORARY ACCESS, BRIDGES, CULVERTS, ROAD, ETC. 

121.1 The Contractor shall provide and maintain as long as required temporary road 

deviations, access roads, culverts, bridges, etc. as required facilitating the 

transport of materials and for the smooth construction of the work. 

121.2 On completion of the whole work and as directed by the Contracting Officer 

such temporary culverts, bridges, etc. that may have been constructed shall be 

removed by the Contractor and he shall make good any work disturbed during 

the removal. 

122. PUBLIC SERVICES 

122.1 The services identified on the drawings for adjustment or relocation are not 

based on field survey data. The Contractor shall verify the exact locations of 

these services and all other services that may exist along or across or adjacent 

to the works before beginning excavation work. The Contractor shall obtain 

permission from the C.O. and the respective Yap authority before adjusting or 

disturbing services of any utilities. Construction schedule shall have been 

approved before any work may begin on service relocation. 

122.2 Any damage that may occur to such services due to the negligence on the part 

of the Contractor or his employees, or to the improper execution of the 

Contracting Officer’s instruction shall be the responsibility of the Contractor who 

shall bear all costs for making good such damage. 

123. LIMITATIONS OF SITE 

123.1 The Contractor shall ensure that all his plant, materials, temporary workshops, 

store and offices shall be kept within the areas allotted to him by the 


123.2 Should the Contractor require additional land, outside the site for his workyards, 

workshops, stores, offices, temporary haul roads or any other temporary 

structures he shall make his own arrangements to acquire or rent so much as 

he may need subject to the approval by the Contracting Officer. 

124. COVERING UP OF WORK 

124.1 The Contractor shall not cover up, cast over, backfill or otherwise put out of 

view any work without the permission of the Contracting Officer and where 

directed by the Contracting Officer he shall take finish levels of the work and 

record these on Drawings to be signed as agreed by the Contractor and the 

Contracting Officer. The Contractor shall give due notice to the Contracting 

Officer whenever such works or foundation are ready for examination and the 

Contracting Officer shall attend without unreasonable delay for the purpose of 

examining and measuring unless he considers it unnecessary and advises the 

Contractor accordingly. 




124.2 If the Contractor cover up any works without the Contracting Officer’s 

permission, the Contractor at his own expense shall uncover or make openings 

in any parts of the work as and when directed by the Contracting Officer for the 

purpose of examination and shall reinstate and make good those parts to the 

satisfaction of the Contracting Officer. 

125. PROTECTION OF MATERIALS AND WORKS 

125.1 The Contractor shall provide at his own cost all things necessary for the proper 

protection and storage of materials to be used in the works and shall comply 

with manufacturer’s instructions and such directions as may be given by the 

Contracting Officer in this respect. 

125.2 The Contractor shall also his own cost provide all things necessary for the 

proper protection of completed works and works in progress and shall comply 

with such directions as may be given by the Contracting Officer in this respect. 

126. EXISTING ROADS AND CONVEYANCE OF PLANT AND MATERIALS 

126.1 The Contractor shall be responsible for any damage cause by his construction or 

construction traffic to any existing roads or culverts from whatsoever cause 

arising and shall repair and reinstate same to their original conditions to the 

satisfaction of the Contracting Officer and in addition shall keep such roads clear 

of slurry, boulders and loose earth resulting from the works. 

126.2 Should the Contractor not maintain, repair or reinstate the effected roads the 

cost of such maintenance and restoration shall be deducted from any monies 

due to or to become due to the Contractor under this contract. 

126.3 The Contractor shall arrange for the conveyance of materials and plant so as to 

cause a minimum of damage to existing roads and culverts and a minimum of 

inconvenience to the public and shall not deposit any earth, rubbish or materials 

upon any road, street, pavement or footway to the hindrance or obstruction of 

vehicles or pedestrians. 

127. CLEARING THE SITE ON COMPLETION 

127.1 On completion of the works and before the Contracting Officer issues the 

completion certificate, the Contractor shall dismantle and remove from the site 

all plant, temporary staging, traffic signs etc., temporary buildings, latrines, 

temporary water pipes and electricity cables and anything else not included in 

the works that is on site and as may be directed by the Contracting Officer. 

127.2 All areas shall be made good and all rubbish, debris and surplus materials shall 

be removed from the site and whole of the site and works shall be left in a clean 

and tidy condition to the satisfaction of the Contracting Officer. 

128. RESERVED 




129. PHOTOGRAPHS 

129.1 The Contractor shall supply progress photographs of a size not less that 4 X 6 

inches of such portions of the works in progress and completed as may be 

directed by the Contracting Officer each month. The camera used shall be of 

the SLR type and to the approval of the Contracting Officer. Photographs shall 

be supplied to the Contracting Officer within 14 days of the photograph being 

taken. The original copies of these photographs shall be the property of the 

Owner and no prints may be supplied to any person or persons except with the 

authority of the Owner or the Contracting Officer. A suitable typed subject and 

date taken must be visible in all the printouts. The Contractor and the 

Contracting Officer shall sign one copy of each photograph. 

130. EMPLOYMENT OF LOCAL LABOR, SUB-CONTRACTORS AND 

SUPPLIERS 

130.1 All labors, sub-contractors and suppliers used in connection with the works 

shall be employed from within the State where the works are situated. The 

Contractor shall immediately after taking possession of site, arrange with the 

local Labor Office or chief to affect such employment. Under no circumstances 

will Contractor be permitted to use imported laborers, sub-contractors and 

suppliers unless the Division of Manpower is satisfied that these are not 

available within the State of District concerned. 

131. EARTHMOVING AND DREDGING PERMITS 

131.1 Earthmoving Permit: The Contractor will not be allowed to execute any 

earthwork until the Contractor has procured an Earthmoving Permit. The 

Contractor is advised to procure the said Earthmoving Permit as soon as 

possible. Currently the Earthmoving Permit applications are processed by the 

Environmental Protection Agency (EPA), Yap State, and require approximately 

two months for approval. 

131.2 Dredging Permit: Dredge site is indicated on maps of Yyin Dredging Site. The 

Contractor shall supply all labor and equipments necessary to remove any 

deleterious materials and to obtain corals from the dredge site. The site shall 

be dredged in such a way that a navigable canal will be formed. The canal shall 

be at least one hundred (100) feet width and minimum ten (10) feet depth at 

mean low tide (dimensions will depend on the final environmental study). 

Should more dredged corals be required after the excavation of this canal, the 

canal may be widened to the extent approved by the C.O. The Contractor is 

not expected to pay royalties for dredging corals at the designated dredge site. 

However, it is recommended to verify before any dredging activity commences. 

No dredging will be allowed until the Contractor has procured an Earthmoving 

Permit. The Contractor is advised to consult C.O. for Dredging Permit. 

Currently the Dredging Permit applications are processed at the Environmental 

Protection Agency, Yap State. 

****** END OF SECTION ****** 



TECHNICAL SPECIFICATIONS Addendum No.1 (11-29-2010) 

SERIES 200 

ENVIRONMENTAL PROTECTION 

201. APPLICABLE PUBLICATIONS: The following publications listed below, 

including amendments and extensions effective as of the date of bid opening, 

but referred to thereafter by basic designation only, form a part of this 

specification to the extent indicated by references. 

201.1 Yap Environmental Protection Agency: 

201.1.1 Environmental Protection as amended or extended effective on date of bid 

opening. 

201.1.2 Regulations concerning the Control of Earthmoving and Sedimentation. 

201.1.3 Standards of Water Quality for the Waters. 

201.1.4 Earthmoving Permit (to be obtained by Contractor) 

(Note: This document will be made a part of the contract documents.) 

201.2 United States Government: 

201.2.1 Federal Water Pollution Control Act, P.L. 92-500 as amended or extended 

effective on date of bid opening. 

202. ENVIRONMENT PROTECTION PLAN 

202.1 The Contractor shall be responsible for the preparation and submittal of an 

Environmental Protection Plan. After the contract is awarded, prior to the 

commencement of the work, the Contractor shall meet with the Contracting 

Officer, or his representative, and discuss the proposed Environmental 

Protection Plan. The meeting shall develop mutual understanding relative to 

details of environmental protection, including required reports and measures to 

be taken should the Contractor fail to provide adequate environmental 

protection in an adequate and timely manner. Not more than 14 days after the 

meeting, the Contractor shall submit for approval his proposed Environmental 

Protection Plan. The Contracting Officer before start of work by the Contractor 

shall approve this plan. 

202.2 The Contractor’s Environmental Protection Plan shall reflect the logical 

utilization of his available equipment, his scheme of operation, and the use of 

environmental protection devices specified herein. 

202.3 The plan must contain features that will satisfy the requirements of this Section 

and regulations concerning the control of earthmoving and sedimentation. 

Provisions shall be made in the plan for protecting existing trees which are to 

remain and which may be injured, bruised, defaced, or otherwise damaged by 

construction operations. Rocks that are displaced into un-cleared areas shall 

be removed. Monuments, markers, and works of art shall be protected before 

beginning operations. A pre-construction survey including photographs shall be 




accomplished by the Contractor and a report of survey furnished when required 

by the Contracting Officer. 

203. GENERAL REQUIREMENTS 

203.1 All applicable environmental protection measures of the F.S.M. and Yap 

Governments are hereby incorporated in and made a part of these 

Specifications. All work performed by the Contractor and his subcontractors 

shall comply with the intent of all applicable publications. 

203.2 The Contractor shall provide and maintain environmental protection during the 

life of the contract as defined herein. Environmental protection shall be 

provided to correct conditions that develop during the construction period prior 

to the construction of permanent environmental protection features. Except 

where specifically exempted in this Contract, the Contractor’s operations shall 

comply with all federal and local regulations pertaining to water, air, solid waste 

and noise pollution. In the event that temporary additional environmental 

protection measures, over and above those described in the Environmental 

Protection Plan, are required due to the Contractor’s negligence, carelessness, 

or failure to provide permanent protection as part of the work scheduled, the 

Contractor shall take remedial action to correct the deficiencies at no additional 

cost. Failure to comply with all environmental protection measures outlined in 

this Section or as ordered by the Contracting Officer will be cause for 

suspension of work. 

204. DEFINITIONS 

204.1 Environmental Pollutions: Environmental pollution is defined as the presence 

of chemical physical or biological elements or agents that adversely affect 

human health or welfare; unfavorably alter ecological balances of importance to 

human life; affect other species of importance to man; or degrade the utilization 

of the environment for aesthetic and recreational purposes. 

204.2 Sediment: Sediment is soil that has been eroded and transported by runoff 

water. Sediment is also all water-borne and settled particles resulting from 

dredging operations including drag lining, handling, placing and disposal of 

dredged materials. 

204.3 Degradable Debris: Degradable debris is debris from demolition, clearing and 

construction, which can undergo biodegradation, combustion or be dissolved or 

suspended by water; including, but not limited to wood, paper, gypsum, unset 

cement, lime and natural vegetation and organic matter. 

204.4 Non-Degradable Debris: Non-degradable debris is inorganic or organic 

material from the demolition, clearing and construction that will not disintegrate 

nor dissolve when exposed to moisture or water and does not contain nor has 

been contaminated by any of the materials described under chemicals. 

204.5 Chemicals: Chemicals include petroleum products, bituminous materials, 

salts, acids, alkalies, and herbicides and pesticides. 




204.6 Sanitary Wastes: Sanitary waste consists of sewage and garbage. Sewage is 

defined as what is normally considered as domestic sanitary sewage. Garbage 

s defined as refuse and scraps resulting from preparation, cooking, dispensing 

and consumption of food. 

204.7 Project Limits: The project limits are generally defined as being within 20’ of 

either side of the work or to be within the road right of way. Construction 

activity shall be confined within these limits. 

204.8 Water Quality Boundary: The boundary where construction occurs beyond 

the shoreline, and at the dredge site is located 200 feet outside the project or 

dredge limits. 

205. PROTECTION OF NATURAL RESOURCES 

205.1 General: It is intended that the natural resources within the project boundaries 

and outside the limits of permanent work performed under this contract be 

preserved in their existing condition or be restored to an equivalent or improved 

condition upon completion of the work. The Contractor shall confine his 

construction activities to areas defined by the work schedule, drawings and 

specifications. Where there are no regulations covering specific protection of 

environment, United States Government regulations shall apply. 

205.2 Land Resources: Except in areas indicate to be cleared, the Contractor shall 

not remove, cut, deface, or destroy trees or shrubs without special permission 

from the Contracting Officer. No ropes, cables, or guys shall be fastened to or 

attached to any existing nearby trees for anchorages unless specifically 

authorized. Where such special emergency use is permitted, the Contractor 

shall be responsible for any damage resulting from such use. 

205.2.1 Repair of Restoration: All trees or other landscape features scarred or 

damaged by the Contractor’s equipment or operations shall be repaired and/or 

restored to their original condition at the Contractor’s expense, to the 

satisfaction of the Contracting Officer. 

205.2.2 Temporary Construction: The Contractor shall obliterate all signs of temporary 

construction facilities such as haul roads, work areas, structures, foundations of 

temporary structures, stockpiles of excess or waste materials and all other 

vestiges of construction. Temporary roads, parking areas and similar temporary 

use areas shall be graded in conformance with surrounding areas, tilled and 

seeded. Seeding shall include topsoil and/or nutriment as necessary to 

establish a suitable stand of grass. 

205.3 Water Resources: All work under this contract shall be performed in such a 

manner that all adverse environmental impact is reduced to a level that is 

acceptable to the Contracting Officer. 

205.3.1 Stream Crossing: Stream crossings by fording with equipment shall be limited 

so as to control turbidity, and in areas of frequent crossings, temporary culverts 

or bridge structures shall be removed upon completion of the project and the 




area repaired in conformance with its original condition or as indicated or 

specified. 

205.3.2 Oily Substances: At all times, special measures shall be taken to prevent oily 

or other hazardous substances from entering the ground, drainage areas, or 

local bodies or water in such quantities as to affect normal use, aesthetics, 

produce a measurable ecological impact on the area. 

205.4 Fish and Wildlife Resources: The Contractor shall at all times perform all 

work and take such steps required to prevent any interferences of disturbance 

to fish and wildlife. The Contractor will not be permitted to alter water flows or 

otherwise significantly disturb native habitat adjacent to the project area which 

are critical to fish and wildlife except as may be indicated or specified. 

206. EROSION AND SEDIMENT CONTROL MEASURES 

206.1 Burnoff: Burnoff of ground cover will not be permitted. 

206.2 Borrow Areas: Borrow areas shall be managed and controlled to prevent 

sediment from entering nearby streams or lakes. Restoration of the areas, 

including areas outside the borrow area disturbed by the borrow and haul 

operations shall include grading, replacement of topsoil, and establishment or 

permanent vegetative cover. 

206.3 Reduction of Exposure of Unprotected Erodible Soils: Earthwork brought 

to final grade shall be finished as soon as practically possible, as indicated and 

specified. Side slopes and back slopes shall be protected as soon as 

practically possible upon completion of rough grading. All earthworks shall be 

planned and conducted in such a manner as to minimize the duration of 

exposure of unprotected soils. 

206.4 Temporary Protection of Erodible Soils: Such methods as may be 

necessary shall be utilized to effectively prevent erosion and control 

sedimentation, including but not limited to the following: 

206.4.1 Mechanical Retardation and Control of Runoff: The rate of runoff from the 

construction site shall be mechanically retarded and controlled. This included 

construction of diversion ditches, benches, and berms to retard and divert 

runoff to protected drainage courses. 

206.4.2 Borrow: Borrow will not be permitted in areas where suitable environmental 

controls are not possible. 

206.4.3 Vegetation and Mulch: Temporary protection shall be provided all exposed 

earth surfaces as soon as rough grading or trench backfill is completed or 

sufficient soil is exposed to required protection to prevent erosion. Such 

protection shall be by accelerated growth of permanent vegetation, temporary 

vegetation, mulching or netting. Slopes too steep for stabilization by other 

means shall be stabilized by hydro-seeding, mulching anchored in place, 

covering by anchored netting, sodding, or such combination of these and other 

methods as may be necessary for effective erosion control. 




206.5 Sediment Basins: Sediment shall be trapped in temporary or permanent 

sediment basins. The basins shall be designed (sized) according to recognized 

engineering practice. 

206.6 Sediment Retention at Dragline Site 

206.6.1 General: The Contractor shall provide sedimentation retention booms, 

confining embankments, and/or other devices in order to confine siltation 

generated by dragline activities within Water Quality Boundaries. Dragline 

operations shall be limited to authorized areas and shall not degrade 

waters outside of the Water Quality Boundary below the Standards of 

Water Quality for the waters. The Contractor shall limit all effluent from 

dragline operations to areas within confining embankments. The 

Contractor shall obtain an earthmoving permit for fill placed in tidal waters 

at the dredging site prior to start of fill operations. 

206.6.2 Sedimentation Retention Booms: Sedimentation retention booms made 

of synthetic rubber of pliable plastic shall be deployed around all dragline 

areas and all areas of work within waters near shore to limit the effects of 

siltation to these immediate areas. The sedimentation retention booms 

shall have a continuous float not less than 24 inches in diameter along top 

edge. The boom shall be sufficiently weighted along the bottom edge and 

shall be anchored to the bottom to prevent floating or kiting. When properly 

deployed the sedimentation retention boom shall hang vertically in the 

water. The sedimentation retention boom shall have “skirt” lengths 

sufficient to meet Environmental Protection regulations and shall be 

sufficiently long to confine siltation within the water quality boundary. The 

Contractor shall deploy the sedimentation retention booms in a manner that 

essentially creates a totally confined area around dredge and/or dredge 

disposal areas or other work areas. Prior to construction, the Contractor 

shall submit to the Contracting Officer for approval, samples, catalogues, or 

shop drawings of the Sedimentation Retention Booms he proposes to use. 

Work within near shore areas shall not commence prior to receiving 

approval of the proposed booms and methods of use. 

206.6.3 Spillages: Care shall be taken to ensure that petroleum products, 

bituminous materials “without the approval from the Environmental 

Protection Agency” or other deleterious substances including debris are not 

allowed to fall, flow, leach or otherwise enter the water. 

207. CONTROL AND DISPOSAL OF SOLID WASTE AND CHEMICAL AND 

SANITARY WASTES 

207.1 General: Waste shall be picked up and placed in containers, which are 

emptied on a regular schedule. All handling and disposal shall be so conducted 

as to prevent contamination of the site and any other areas. On completion, the 

areas shall be left clean and natural looking. All signs of temporary construction 

and activities incidental to construction of the required permanent work in place 

shall be obliterated. 




207.2 Disposal of Rubbish and Debris: The Contractor transport all waste off the 

project site and dispose of it at the Dalipebinaw sanitary landfill site or other 

approved site in manner that complies with Government and local 

requirements, or as directed by the Contracting Officer. The Contractor shall 

provide the Contracting Officer a copy of the Government and/or local permit or 

license, which reflects such agency’s approval and compliance with their solid 

waste disposal regulations. The permit or license and the location of the 

disposal area shall be provided prior to transporting any material off the project 

site. 

207.3 Sewage, Odor and Pest Control: Sewage shall be disposed of through 

connection of municipal or district sanitary sewage systems. Where such 

systems are not available, chemical toilets or comparably effective units shall 

be used with wastes periodically emptied into municipal or district sanitary 

sewage system. Provisions shall be included for pest control and for masking 

or elimination of odors. 

207.4 Chemical Waste: Chemical waste shall be stored in corrosion resistant 

containers, removed from the project site and disposed of, a minimum of once a 

month unless directed otherwise. Disposal of chemical waste shall be in 

accordance with standard established practices. Fueling and lubricating of 

equipment and motor vehicles shall be conducted in a manner that affords the 

maximum protection against spills and evaporation. Lubricants to be discarded 

and burned soil shall be disposed of in accordance with procedures meeting 

Government and local regulations. For oil and hazardous material spills, which 

may be large enough to violate Government and local regulations, the 

Contracting Officer shall be notified immediately. 

207.5 Garbage Disposal: The Contractor shall transport garbage to the dumpsite 

subject to approval of the Contracting Officer. 

207.6 Sanitary waste shall be disposed of through chemical toilets or comparably 

effective units with wastes periodically emptied into the Colonia wastewater 

treatment plant. In no case will sanitary waste discharge to the ground be 

allowed. Provisions shall be included for masking or elimination of odors. 

208. DUST CONTROL: 

Dust shall be kept down at all times, including non-working hours, weekends 

and holidays. Soil at the site, haul roads and other areas disturbed by the 

Contractor’s operations shall be sprinkled or treated with dust suppressors as 

necessary to control dust. No dry power brooming will be permitted. 

Vacuuming wet mopping; wet sweeping or wet power brooming shall be used 

instead. Air blowing will be permitted only cleaning off non-particulate debris, 

such as reinforcing bars. No sandblasting will be permitted unless the dust 

thereform is confined. Only wet cutting of concrete blocks, concrete and 

asphalt will be permitted. No unnecessary shaking of bags will be permitted 

where concrete mortar and plaster mixing is done. 

209. NOISE: 

The maximum use of “low-noise-emission products” as certified by the 

Environmental Protection Agency shall be made when available. No blasting or 




use of explosives will be permitted without written permission of the Contracting 

Officer and then only during the designated times. Unless directed otherwise, 

the time for such operations shall be confined to the period between 8:00 a.m. 

and 6:00 p.m. Monday thru Friday unless otherwise specified in the 

Earthmoving Permit. 

210. RECORDING AND PRESERVING HISTORICAL AND ARCHEOLOGICAL 

FINDS: 

All items having any apparent historical or archaeological interest, which are 

discovered in the course of any construction activities, shall be carefully 

preserved. The Contractor shall leave the archeological find undisturbed and 

shall immediately report the find to the Contracting Officer who will notify the 

proper authorities. Such items shall not become the property of the Contractor 

unless specifically approved by the Contracting Officer. 

211. CLEAN AIR AND WATER POLLUTION CONTROL REQUIREMENTS FOR 

ALL CONSTRUCTION CONTRACTS AND SUBCONTRACTS EXCEEDING 

$100,000: 

211.1 Contractors and Subcontractors agree: 

211.1.1 That any facility to be used in the performance of the contract or to benefit 

from the contract is not listed on the Environmental Protection Agency 

(EPA) List of Violating Facilities. 

211.1.2 To comply with all the requirements of Section 114 of Clean Air Act and 

Section 608 of the Federal Water Pollution Control Act and all regulations 

issued thereunder. 

211.1.3 That, as a condition for award of a contract they will notify the awarding 

official of the receipt of any communication from the EPA indicating that a 

facility to be utilized for performance of or benefit from the contract is under 

consideration to be listed on the EPA List of Violating Facilities. 

211.1.4 To include or cause to be included in any contract or subcontract, which 

exceeds $100,000 the aforementioned criteria and requirements. 





SERIES 300 

ARCHAEOLOGICAL DEPOSITS AND RECOVERY 

301. INTENT 

301.1 The intent of this Section is to alert the Contractor about the archaeological 

deposits that exist, in fact and in theory, on or about the site. In general, 

archaeological deposits include: 

301.1.1 Yapese stone money. 

301.1.2 Yapese stone money platforms. 

301.1.3 Japanese graves (circa 1941-1946.) 

301.1.4 World War II relics. 

301.1.5 Yapese graves and items of cultural interest (these may have been 

hidden or buried by the Yapese during the Japanese occupation of the 

islands). 

301.1.6 American items of cultural interest (these may been appropriated by 

Japanese troops during World War II). 

301.2 All artifacts, graves or otherwise, potentially have historical interest and value 

and shall be preserved in accordance with the requirements of this Section and 

as shown on the drawings. 

302. GENERAL LOCATION 

302.1 Graves may be located within and near the construction areas. In addition, 

artifacts of potential historical significance, whether foreign or indigenous to 

Micronesia, and Yap particularly, may be found in the project area. It is possible 

(unlikely) that the Contractor may discover graves during the progress of 

construction. 

303. PROCEDURES 

303.1 All graves and artifacts discovered within the limits of work during the course of 

construction shall be marked by stakes establishing the locations in the 

discovery areas and shall not be disturbed in any manner. 

303.2 The Contracting Officer shall be notified as to the discovery and location as 

soon as possible. 

303.3 All graves, artifacts, and other items of historical significance and so recognized 

by the Contracting Officer and discovered outside or beyond the limits of work, 

shall remain undisturbed and protected. 




303.4 All graves, stone money, artifacts, and other items of historical significance and 

so recognized by the Contracting Officer, and which are immediately adjacent 

to the construction area shall remain undisturbed and marked and protected as 

specified earlier in Clause 303.1. 

303.5 Hazard of Unexploded Ordinance: 

Unexploded ordinance may be encountered during the construction of the 

project. The Contractor shall employ extreme diligence when performing any 

clearing, grubbing, grading, excavation, trenching or dredging. Any explosive 

device found should be reported to the Contracting Officer who will effect 

removal. 

304. RELOCATION OF STONE MONEY 

304.1 For stone money to be relocated, the Yapese Owners of the stone money shall 

move and place all stone money to its final location. The Contractor shall 

provide assistance of equipment use including operator as requested by the 

Contracting Officer. Such assistance shall be at no additional cost to the 

Owner. The Contractor will not be liable for any damage to artifacts that are 

being salvaged by Owners with the Contractor assistance under property 

Owner’s direction. 

304.2 Prior to movement of any stone money, the Contractor shall notify the 

Contracting Officer at least 14 days in advance in writing. 

304.3 All other stone money to remain shall be protected in accordance with this 

section. 

305. RECORD REPORTS 

305.1 It is assumed that there may be archaeological deposits buried within the 

project area; thus, all precautions shall be taken to minimize subsurface and 

surface disturbance. The procedure governing archaeological deposits shall be 

in accordance with the requirements of Clause 303. 

305.2 All excavation equipment operation shall be given instruction on reporting any 

archaeological datum to their supervisors, who in turn shall report to the 


305.3 The Contractor in quadruplicate shall prepare a record of all findings, three 

copies of it shall be turned over the Contracting Officer, and the Contractor for 

his record shall retain the other copy. 





SERIES 500 

MAINTAINING OF TRAFFIC 

501. GENERAL REQUIREMENTS 

501.1 Traffic control and safety devices shall be in accordance with Part VI of the 

Manual of Uniform Control Devices for Streets and Highways: U.S. Federal 

Highway Administration, hereafter referred to as the Traffic Devices Manual. 

501.2 Prior to beginning work, the Contractor shall submit to the Contracting Officer 

for approval the methods and schedule for traffic control indicating the number 

of lanes and detours within and along the public used thoroughfares. The 

Contractor shall also include a schedule listing the types and numbers of traffic 

control and safety devices proposed for use. 

501.3 Each road subject to construction activity shall be open to a minimum of onelane 

traffic during working hours except as approved or authorized by the 

Contracting Officer. Two-way, two-lane traffic shall be maintained during all 

non-working hours except at select construction points where self-regulating 

on-lane traffic shall be permitted as approved or directed by the Contracting 

Officer. 

501.4 Unless otherwise approved or directed by the Contracting Officer, the minimum 

widths for one-lane and two-lane traffic shall be 10 feet and 14 feet, 

respectively. 

502. TRAFFIC CONTROL DEVICES 

502.1 Traffic control devices shall conform to the applicable specifications, standards 

and principles of the Traffic Devices Manual except as amended herein. The 

traffic control devices shall be used at the site for construction, engineering 

surveys, and related work that might endanger passing motorists, pedestrians 

and workers. 

502.2 Traffic control devices shall be in the place prior to the start of any construction, 

maintenance, engineering survey, and related work and shall not be removed 

until the obstruction or danger of obstruction no longer exists. Where work is 

performed in stages, there shall be in place those devices that apply to the 

conditions and activities present during the stage in progress. 

502.3 Prior to the installation of any traffic control device, the Contractor shall notify the 

Contracting Officer who shall in turn notify the Fire Departments, the Police 

Department, the Ambulance Service, and Department of Public Works and 

Transportation and apprise those agencies of the locations of the traffic devices. 

502.4 All signs, markers, barricades, cones, lights, and other devices indicating the 

existence of special conditions and activities shall remain in place until their 

need is no longer required, unless otherwise directed by the Contracting Officer. 

Signs that do not apply to existing conditions and activities shall be removed or 

covered. All devices employed shall be neatly constructed and shall be 




repaired, cleaned, repainted, and properly maintained in good condition. Special 

care shall be taken to see that shrubbery, construction materials, equipment, 

spoil and other obstructions do not obscure any sign, light or barricade, 

particularly at intersections or curves. 

502.5 When it becomes necessary to excavate along or across a highway or any lane 

thereof, the work shall be performed to avoid existing local peak traffic hours. 

Trenches shall be excavated to maintain at least one lane at all times. A selfregulated 

one-lane road will be permitted if approved by the Contracting Officer. 

See paragraph “BARRIERS AND CHANNELIZING DEVICES” below. 

503. SIGNS 

503.1 Regulatory signs, warning signs, and guide signs use at construction, surveying 

or other work sites shall be reflectorized and shall conform to the basic 

standards prescribed in the Traffic Devices Manual and as specified in the 

applicable Sections of the Specifications. Generally, signs shall be placed in the 

most effective locations so as to assure the fastest and most adequate driver 

response time. All advance-warning signs shall indicate the general character of 

the work being done and the distance from the sign to the actual work area. 

Where the speed limit is 25 miles per hour or less, an advance warning sign 

shall be placed on each approach affected by the work, approximately 150 to 

200 feet in advance of the actual work area. 

503.2 The Contracting Officer may waive any requirements specified herein if advance 

application is made by the Contractor when, in his judgment, the placement of 

signs may not be feasible for such placement may interfere with the progress of 

the work. 

504. BARRIERS AND CHANNEL DEVICES 

504.1 Barriers and channelizing devices used at work sites shall follow the basic 

standards prescribed in the Traffic Devices Manual and following provisions. 

504.2 When it is necessary to confine the traffic to singular lanes, additional transverse 

barricades and drums shall be placed at close intervals (approximately 120-foot 

spacing on tangents and curves of more than 500-foor radius and approximately 

60-foot spacing on curves of 500-foot radius and less) in the closed lane. 





SERIES 900 

SUBBASE COURSE 

Additional Requirements for Subbase Course Section 32 11 35. 

901. APPLICABLE PUBLICATIONS 

The following publications of the issues listed, but referred to thereafter by basic 

designation only, form a part of this specification to the extent indicated by the reference 

thereto: 

901.1 American Society for Testing and Materials (ASTM) Publications: 

D423-66 Liquid Limit of Soils (1972) 

D424-59 Plastic Limit and Plasticity 

(1971) Index of Soils 

D1556-82 Density of Soil In-Place by the Sand-Cone (1974) Method 

D1557-78 Moisture-Density Relations of Soils Using 10-lb. (4.5 Kg.) 

Hammer and 18-inch (457mm) Drop 

D1883-73 Bearing Ratio of Laboratory-Compacted Soils 

D2922-81 Density of Soil and Soil-Aggregate in Place by Nuclear 

Methods (Shallow Depth) 

902. QUALITY CONTROL: Approvals, except those required for field installations, 

field applications, and field tests, shall be obtained before delivery of material or 

equipment to the project site. 

903. SUBMITTALS: Certified Laboratory Test Reports: Before delivery of materials, 

certified copies of the reports of all tests required in referenced publications 

shall be submitted to the Contracting Officer. The testing shall have been 

performed in an independent laboratory approved by the Contracting Officer. 

Certified test reports are required for the coral material. 

904. DELIVERY AND STORAGE: Materials delivered to the site shall be unloaded 

and stored with a minimum of handling. Aggregates shall be stored in such a 

manner as to prevent segregation. 

905. MATERIALS: In addition to the Technical Specifications Section 32 11 35, 

The subbase material can be dredged ledge coral and containing sand, soil or 

other similar binding or filler material. The Contractor shall not use materials 

from existing roadbed excavations as subbase material. 

The dredged coral shall have the following properties: - 

Gradation: Sieve Size % Passing by Weight 

4 inch 100 

2-1/2 inch 90 -100 




No 4 40 -90 

No 200 3 – 25 

CBR – 40% min. Liquid Limit – 40% max. Plasticity Index – 15 max 

906. CONSTRUCTION EQUIPMENT: The Contractor shall submit a list of 

construction equipment to the Contracting Officer for approval. 

907. GENERAL REQUIREMENTS: The subbase shall be composed of granular 

materials constructed on a prepared subgrade. The subbase course shall be 

provided where indicated and shall be shaped and compacted thoroughly within 

the tolerances specified. Subbase courses shall not be constructed when 

weather conditions detrimentally affect the quality of the finished course. Areas 

of the subbase course that are damaged by the affects of weather conditions 

during any phase of the construction, shall be aerated, if required, reshaped, 

and re-compacted at no additional cost to the Owner. Line and grade stakes 

shall be provided as necessary for control. Grade stakes shall be placed in 

lanes parallel to the centerline of the areas to be paved, and suitably spaced for 

string lining. 

908. CONSTRUCTION 

908.1 Placing: The subgrade shall be cleaned of all foreign substances for proper 

compaction and smoothness before placement of subbase course. Material 

shall be placed and compacted in maximum 6” compacted lifts. 

908.1.1 Spreading of fine material over the surface of the compacted material is 

prohibited. Additional material if required shall be incorporated uniformly 

without segregation, throughout the thickness of the compacted material by 

scarifying and blading. The combined material shall meet all quality 

requirements specified herein. 

908.2 Compacting and Finishing: Layers of subbase course materials shall be 

compacted by rolling with tamping rollers three-wheel general purpose rollers, 

pneumatic-tired rollers, vibratory rollers, grid rollers or tractors, or by 

combinations thereof or by other approved equipment. Compaction shall be 

continued until the layer or layers are compacted through the full depth to at 

least 100 percent of the maximum density as determined by ASTM D1557. 

During rolling operations the material shall be maintained within 2 percent of the 

specified optimum moisture content to aid compaction to the density required. 

The surface of the layer shall be finished by blading or rolling with three-wheel 

general purpose rollers or light pneumatic-tired roller, or combinations thereof. 

In all places not accessible to the rolling equipment, the subbase material shall 

be compacted by mechanical tamping. Blading, rolling, and tamping shall 

continue until the surface is smooth and free from waves and irregularities. If at 

any time the subbase material is excessively moistened by rain during 

construction, it shall be aerated by means of blades, graders harrows, or other 

suitable equipment, until the moisture is controlled, and the required density is 

obtained. The subbase shall be maintained until the construction of the next 

course. 




909. MAINTENANCE: After construction is completed, the subbase shall be 

maintained throughout except where portions of the succeeding course are 

under construction thereon. Maintenance shall include drainage, rolling, 

shaping, and watering as necessary to maintain the course in proper condition. 

Deficiencies in thickness, composition, construction, smoothness, or density, 

which develop during the maintenance, shall be corrected by the Contractor to 

conform to the requirements specified hereinbefore. Sufficient moisture shall 

be maintained at the surface to prevent a dusty condition, by sprinkling with 

water. 

910. TESTING 

910.1 The Contractor at no additional cost to the Owner shall perform testing. 

910.1.1 Aggregate Testing: all aggregate tests shall be made on the initial source 

samples, and shall be repeated when there is a change of source. The 

tests shall include an analysis of the combined material representing the 

aggregate part of the mix. The Contracting Officer may request or make 

additional tests at random at expense of the Contractor. Four samples 

each shall be taken for gradation, liquid limit, plasticity index and CBR tests 

from each source approved. 

910.1.2 GRADATION: Gradation Test shall be performed at least once a day. 

910.1.3 CBR Tests: CBR tests shall be performed for each source in conformance 

with ASTM D1883. 

910.1.4 Liquid Limit and Plasticity Index: Liquid Limit and Plastic Limit shall be 

performed for each source in conformance with ASTM D423, and D424, 

respectively. 

910.1.5 Soundness Test: The material shall be hard, durable particles or 

fragments of coral or schist and shall be free of vegetable matter, lumps or 

balls of clay. 

910.1.6 Smoothness Test: Surface deviations in excess of 3/8 inch, when tested 

with a 10-foot straightedge applied parallel with and at right angles to the 

center line of the area to be paved, shall be corrected by loosening, adding 

and/or removing material, reshaping and re-compacting. 

910.1.7 Field Determination of Density: Field determination of density shall be in 

accordance with ASTM D1556 or ASTM D2922. One test shall be 

conducted for each 250 linear feet or at least once a day. 

910.1.8 Laboratory Density Tests: Laboratory density tests shall be performed in 

accordance with Method D, ASTM D1557, with the following modification: 

(1) all materials passing 2-inch sieve and retained on a ¾ inch sieve shall 

be removed and replaced with an equal portion of material between the No. 

4 and ¾ inch sieves, and (2) a separate batch of material shall be used for 

each compaction test specimen. No material shall be reused for 




compaction tests. One test shall be conducted for each 2,500 cubic yards 

of material. 

910.1.9 Thickness: The thickness of the completed subbase course shall be 

measured at intervals in such a manner that there will be a depth 

measurement for at least each 500 square yards of completed subbase 

course. The depth measurements shall be made by test holes, at least 3 

inches in diameter, through the subbase course. Deficiencies in thickness 

greater than ½ inch in diameter shall be corrected by scarifying such areas, 

adding mixture of proper gradation, re-blading, and re-compacting. 





SERIES 1000 

PORTLAND CEMENT STABILIZED BASE COURSE 

Additional Requirements for Cement Treated Base Course Section 32 11 34. 

1001 APPLICABLE PUBLICATIONS: The following publications of the issues listed 

below, but referred to thereafter by basic designation only, form a part of this 

specification to the extent indicated by the references thereto. 

1001.1 Federal Specification: 

1001.2 SS-C-1960-3A Cement, Portland 

1001.3 American Society for Testing and Materials (ASTM) Publications: 

C117-87 Materials Finer then No. 200 (75-m) Sieve in Mineral 

Aggregates by Washing 

C-136-82 

Sieve or screen Analysis of Fine and Coarse 

Aggregates 

D75-82 Sampling Aggregates 

D420-69 Investigating and Sampling Soils and Rocks for 

(1969) Engineering Purposes 

D423-66 Liquid Limit of Soils 

(1972) 

D424-59 Plastic Limit and Plasticity Index Soils 

(1971) 

D558-82 Moisture-Density Relations of Soil-Cement 

(1970) Mixtures 

D1556-82 Density of Soil in Place by the Sand-Cone Method 

(1974) 

1002 GENERAL REQUIREMENTS: 

The base course shall be composed of graded coral aggregate or graded 

aggregate manufactured from quarry-run rock of an approved source, and 

cement uniformly blended together, mixed with water, spread, shaped and 

compacted in accordance with these specifications and in conformity to the 

lines, grades, dimensions, and typical sections shown. Base shall not be 

constructed when whether conditions detrimentally affect the quality of the 

finished course. Areas of the base that are damaged by the effects of weather 

conditions during any phase of the construction shall be aerated, if required, 

reshaped, and re-compacted at no additional cost to the Owner. Adequate 

drainage shall be provided during the entire construction period to prevent 

water from collecting or standing on the area to be stabilized or on the 

pulverized, mixed, or partially mixed material. Line and grade stakes shall be 




provided as necessary for control. Grade stakes shall be placed in lanes 

parallel to the centerline of the areas under construction, and suitably spaced 

for string lining. 

1002.1 Definition of ‘Soil Cement’ in this series shall mean a mixture of graded 

corals, cement and water. 

1003 MATERIALS 

1003.1 Cement: ASTM C150, Type II. 

1003.2 Dredged Coral: Dredged ledge coral shall be obtained from designated 

dredge sites and may contain sand or other similar binding material. But 

should not contain any material deleterious to construction or finishing of 

the Base Course. The dredged coral shall have the following properties: - 

GRADATION: Sieve Size Percent Passing by Weight 

1-inch 100 

No. 4 35-75 

No. 40 15-35 

No. 200 2-15 

A minimum CBR of 100% at 7-days after cement stabilization. The portion 

of the dredged coral, including any blended materials, passing the No. 40 

mesh sieve shall have a liquid limit of not more than 25 and a plasticity 

index of not more than 6 when tested in accordance with ASTM D423 and 

D424. 

1003.3 Water: Water shall be clean, fresh, and free from injurious amounts of oil, 

acid, salt, alkali, organic matter, and other substances deleterious to the 

hardening of soil-cement, and shall be subject to approval 

1004. CONSTRUCTION EQUIPMENT 

1004.1 The Contractor shall submit a list of all construction equipment to the 

Contracting Officer for review 30 days prior to shipping the equipment to Yap. 

All equipment shall be dependable and adequate for the purpose intended and 

shall be properly maintained in satisfactory and safe operating condition at all 

times. Calibrated equipment such as scales, batching equipment, spreaders 

and similar equipment, shall have been recalibrated by a calibration laboratory 

recommended by the Contractor and approved by the Contracting Officer 

before shipping to Yap. Additional recalibration shall be done by the 

Contractor. The list of equipment shall include the make, model, serial number 

and the date on which the calibrated equipment was last recalibrated. 

1004.2 Rollers: 

1004.2.1 Steel-wheel roller shall be the self-propelled, three-wheel or tandem 

type, weighing not less than 10-tons, and shall be suitable for rolling 

soil-cement mixtures. The wheels shall be equipped with adjustable 

scrapers. 




1004.2.2 Rubber-tired rollers shall be self-propelled and equipped with not less 

than nine rubber-tired wheels mounted on two axles in such manner 

than the rear group of tires will not follow in the tracks of the forward 

group. The rubber-tired roller shall also be equipped with suitable 

boxes or platforms for ballast loading and shall be loaded as directed. 

The tires shall be uniformly inflated. 

1004.2.3 Pneumatic-Tired Rollers: Pneumatic-tired rollers shall be single or 

double axle, vibrating or non-vibrating type equipment with tires of 

equal size and diameter, uniformly inflated so that the air pressure of 

the several tires shall not vary more than 5-pounds per square inch 

(psi). Rollers may be self-propelled or towed by a suitable power unit. 

The self propelled roller or the power unit and towed roller shall be 

considered a pneumatic-tired roller unit. 

1004.2.4 Light-Pneumatic-tired rollers shall have low axles on which are 

mounted not less than nine pneumatic-tired wheels in such a manner 

that the rear group of tires will not follow in the tracks of the forward 

group. The axles shall be mounted in a rigid frame provided with a 

loading platform or body suitable for ballast loading. The roller shall 

develop a load of not less than 22 pounds per inch width or tire tread 

and shall be capable of being loaded to provide loads up to 30 pounds 

per inch or normal tire width. 

1004.2.5 Heavy Pneumatic-Tired Rollers: Heavy pneumatic-tired rollers shall be 

of the vibratory or non-vibratory type with a minimum loading of 25,000 

pounds per tire. The loading shall be distributed equally to all wheels. 

1004.2.6 Vibrating Rollers: Vibrating rollers shall be the self-propelled type of a 

minimum static weight of 10-tons. 

1004.3 Blade Graders: Blade graders shall have a wheelbase of not less than 15- 

feet, a blade of not less than 12-feet, and shall be self-propelled. 

1004.4 Scarifier: Scarifiers shall have two rows of teeth with the teeth in each row not 

more than 8-inches apart. The rows shall be staggered so that the paths of the 

teeth will not be more than 4-inches apart. 

1004.5 Hauling Equipment: Hauling equipment shall consist of pneumatic tired 

vehicles having dump bodies suitable for dumping materials in windrows (for 

traveling plant method) or into spreading machines. Dump trucks shall be 

equipped with tailgates, which can be chained to proper opening to prevent 

segregation during dumping. 

1004.6 Power Brooms and Power Blowers: Power brooms and power blowers shall 

be suitable types for effectively cleaning prepared sub-grades, sub-bases, and 

base courses. 

1004.7 Sprinkling Equipment: Sprinkling equipment shall consist of tank trucks, 

pressure distributors, or other equipment designated to apply water uniformly 

and at controlled quantities to variable widths of surface. 




1004.8 Mixing Plants: Mixing plants shall be so designed and constructed as to 

thoroughly mix the aggregates, cement, and water. The plants shall be 

equipped to accurately measure the required amounts of cement and water 

while the plants are in operation. 

1004.9 Mechanical Spreader: Mechanical Spreader shall be self-propelled or 

attached to a propelling unit capable of moving the spreader and material truck. 

The device shall be steer-able and shall have variable speed forward and 

reverse. The spreader and propelling unit shall be carried on tracks, rubber 

tires, or drum-type wheel rollers that will not disturb the sub-grade, sub-base, or 

underlying base-course layer. The spreader shall contain a hopper, an 

adjustable screed, and outboard bumper rolls and shall be so designed that 

there will be a uniform, steady flow of material from the hopper. The spreader 

shall be capable of laying material across the full width of the lane to a uniform 

thickness and to uniform loose density so that when compacted the layer or 

layers will conform to the thickness and grade requirements indicated. 

1004.10 Tampers: Tampers shall be an approved mechanical type, operated either by 

pneumatic pressure or by internal combustion. Tampers shall have sufficient 

weight and striking power to produce the compaction required. 

1004.11 Miscellaneous Equipment: Miscellaneous equipment such as tractors, 

windrow equalizers, plows, adjustable spike-tooth harrows, and discs shall be 

suitable for construction of soil cement stabilized courses. 

1005. CONSTRUCTION 

1005.1 General: When application of water and mixing are completed, the moisture 

content in the mixture, on the basis of dry weight, shall be within 10% of the 

specified optimum moisture content of the mixture. When the stabilized course 

is constructed in more than one layer, the previously constructed layers shall be 

cleaned of loose and foreign matter by sweeping with power sweepers or power 

brooms, except that hand brooms may be used where permitted by the 


1005.2 Stockpiling of Material: Material shall be stockpiled in the manner and at the 

locations approved by the Contracting Officer. Prior to stockpiling of material, 

the storage sites shall be cleared, drained, and leveled. 

1005.3 Preparation of Sub-base: Soft-yielding spots and ruts or other irregularities in 

the surface shall be corrected. The material in the affected areas shall be 

loosened and unsatisfactory material removed. Approved select material shall 

be added where required. The area shall then be shaped to line, grade, and 

cross section, and shall be compacted to the specified density requirements as 

directed. 

1005.4 Fixed Grades: The finished and completed stabilized area shall conform to the 

lines, grades, cross section, and dimensions indicated. The lines and grades 

indicated shall be maintained by means of line and grade stakes placed at the 

site of the work. 




1005.5 Mixing and Placing Materials: 

1005.5.1 Central-Plant Method: A pugmill may be used to mix aggregate, 

cement, and water on jobs where select material is required for the 

cement treated course. Aggregate and cement shall be dry-mixed 

sufficiently to prevent cement balls from forming when water is added. 

The plant shall be capable of producing a uniform cement-treated 

mixture at the specified cement and moisture contents. The mixture 

shall be hauled to the job in trucks equipped with protective covers. 

The sub-base shall be thoroughly moistened and the mixture then 

placed on the sub-base in a uniform lay with mechanical spreaders. 

Not more than 60-minutes shall elapse between the start of the moist 

mixing and the start of compaction of the treated layer. The layer shall 

be uniform in thickness and surface contour and in such quantity that 

the completed layer, after compaction, shall conform to the required 

grade and cross section. Dumping the mixture in piles or windrows 

shall not be permitted. The mixture shall contain not less than five (5) 

percent cement calculated by dry weight of aggregate. 

1005.5.2 Traveling-Plant Method: Traveling plant, when used for mixing the 

materials, shall move at a uniform rate of speed and accomplish 

thorough mixing of the materials. Water and cement shall be delivered 

from supply trucks or bins at a predetermined rate. Windrows of 

prepared soil-cement mixture shall be of sufficient size to cover a 

predetermined width or roadway to the indicated compacted thickness. 

When this method is used, cement content shall be not less than 5-1/2 

percent. The mixing and placing of materials shall be as mentioned in 

the above Central-Plant method. 

1005.6 Construction Control: 

1005.6.1 Lay Thickness: The compacted thickness of the stabilized course 

shall be as called for in the drawings. 

1005.6.2 Compaction: Before the compaction operations begin and as a 

continuation of the mixing operation, the mixture shall be thoroughly 

loosened to the full depth. The compaction shall be started 

immediately after mixing is completed. The loose mixture shall be 

uniformly and continuously compacted until the entire depth and width 

of the area is compacted to at least 100 percent for maximum density. 

The moisture content at the surface shall be maintained near optimum 

at all times through the rolling but shall be less than that which shall 

cause the mixture to become unstable during compaction. Rolling shall 

begin at the outside edge of the surface and proceed to the center, 

overlapping on successive trips at least one-half the width of the roller. 

Alternate trips of the roller shall be slightly different lengths. The speed 

of the roller at all times shall be such that displacement of the mixture 

does not occur. Areas that are inaccessible to rollers shall be 

compacted with mechanical tampers. 




1005.6.3 Finishing: After compaction, the surface shall be moistened, if 

necessary, and shaped to the required lines, grades, and cross section. 

If necessary, the surface shall be lightly scarified to eliminate any 

imprints made by the compacting or shaping equipment. The surface 

shall then be thoroughly compacted to specified density with rubbertired 

rollers and smooth wheel tandem rollers to the extent necessary to 

provide a smooth, dense, uniform surface that is free of surface 

checking, ridges or loose material, and that conforms to the crown, 

grade and line indicated. The surface shall then be broomed to remove 

any surface fines without dislodging any embedded coarser aggregates 

prior to application of the prime coat, which is to be applied immediately 

after completion of the cement treated base course. The Contractor is 

required to perform field trials on this operation to ascertain no 

dislodging of the embedded aggregates and loosening of the cement 

treated base course. These finishing operations shall be completed 

within 2-hours after completion of missing operations. In places not 

accessible to finishing and shaping equipment, the mixture shall be 

compacted with mechanical tampers to the density specified and shall 

be shaped and finished by hand methods. Any portion of the 

compacted mix that has density less than that specified shall be rerolled 

until the required density is obtained or shall be removed to the 

full depth and replaced with new base course material and again 

compacted. Areas removed shall have a true vertical face free of loose 

or shattered material. 

1005.6.4 Construction Joints: At the end of each day’s construction and when 

cement treated base operations are delayed or stopped for more than 

2-hours, a straight transverse construction joint shall be formed by 

cutting back into the completed work to form a true vertical face free of 

loose or shattered material. Material along construction joints not 

properly compacted shall be removed and replaced with soil-cement 

that is mixed, moistened, and compacted in accordance with this 

specification. Where cement treated base has been finally compacted 

more than one hour, longitudinal joints shall be by cutting vertically into 

the existing edge or approximately 3-inches and disposed properly. 

The face of the cut joints shall be moistened in advance of placing the 

adjacent base. 

1005.6.5 Edge of Stabilized Course: Approved material shall be placed along 

the edges of the stabilized course in such quantity for compaction to 

the thickness of the course being constructed, allowing at least a onefoot 

width of the shoulder to be rolled and compacted simultaneously 

with the rolling and compacting of the stabilized course as directed. 

1006.6.6 Thickness Control: The completed thickness of the stabilized course 

shall be within ¼ inch of the thickness indicated. The thickness of the 

stabilized course shall be measured at intervals in such manner that 

there shall be one depth measurement at least for each 500 square 

yards of stabilized course. The depth measurement shall be made by 

test holes at least stabilized course. The depth measurement shall be 

made by test holes at least 3-inches in diameter through the stabilized 




course. Where the measured thickness of the stabilized course is 

more than ¼ inch deficient in thickness, the Contractor shall correct 

such areas by removal and replacement with cement-treated base 

course for full depth. Where the measured thickness of the stabilized 

course is more than ¼ inch thicker than that indicated of the stabilized 

course is more than ¼ inch thicker than that indicted and satisfies the 

required lines, grades and cross section, it shall be considered as 

conforming with the specified thickness requirements plus ¼ inch. The 

average job thickness shall be the average of the job measurements 

determined as specified above but shall be within ¼ inch of the 

thickness indicated. Material removed by making test holes will be 

replaced with new soil-cement mixture at no additional cost to the 

Owner. 

1005.7 Curing: Immediately after the finishing operations are completed bituminous 

prime coat shall be applied at a rate of 0.22 gallons per sq. yd. Or as directed 

by the C.O., in accordance with SERIES 1100: BITUMINOUS PRIME COAT. 

In the event there is a delay in applying the prime coat, the surface shall be 

kept wet with water. This curing membrane may serve the function of a primer 

if remain satisfactory prior to paving. Immediately prior to paving, if any surface 

appear unsatisfactory, the surface may have to be re-primed in accordance with 

SERIES 1100: BITUMINOUS PRIME COAT as determined by the Contracting 

Officer. 

1005.8 Traffic: Completed portions of the cement-treated soil area may be opened to 

light, local traffic after 4-days curing provided the curing is not impaired and to 

all other traffic after the curing period of 7-days, provided that the cementstabilized 

course has hardened sufficiently to prevent marring or distorting of 

the surface by equipment or traffic. If in the opinion of the C.O. a longer curing 

period is required for the cement treated base, he may direct the Contractor to 

do so at no extra cost to the Owner. Heavy equipment shall not be permitted 

on the area during the protection and curing period. However, the necessary 

cement and water may be hauled over the area with pneumatic-tired equipment 

with the approval of the Contracting Officer. Finished portions of cementstabilized 

soil that are traveled on by equipment used in constructing an 

adjoining section shall be protected in a manner so as to prevent equipment 

from marring or damaging the completed work. 

1005.9 Maintenance: The stabilized area shall be maintained in a satisfactory 

condition until the completed work is accepted. Maintenance shall include 

immediate repairs of any defects that may occur either before or after the 

cement is applied and shall be repeated as often as may as necessary to keep 

the area continuously intact. Defects in freshly mixed base course shall be 

remedied by re-rolling until required densities are obtained and imperfections 

corrected and leveled. Base course defects where materials have replaced 

with new base course material and again compacted. 

1006. SAMPLING, TESTING AND APPROVALS 

1006.1 Samples: Samples shall be of the size required for testing as specified and 

shall be furnished at no additional cost to the Owner. Samples of the 




material shall be submitted for approval prior to starting the work and 

thereafter at regular intervals during construction. Material samples shall 

be obtained at the source, from stockpiles, or from other locations 

designated by the Contracting Officer in conformance with ASTM D420. 

The source of the material shall be selected in advance of the time the 

materials shall be required in the work. Samples for gradation tests shall 

be taken in conformance with ASTM D75. Samples for density test shall 

be taken during construction. Samples for determining the optimum 

moisture content and the specified degree of compaction shall be 

representative of soil-cement mixtures obtained from the area being 

processed. Samples for determining the density of the compacted soilcement 

mixture shall be taken in conformance with ASTM D1556. 

Samples of bituminous material shall be taken in conformance with ASTM 

D140. Sampling shall be supervised by the Contracting Officer at his 

option. 

1006.2 Approval of Materials: Approval of materials shall be based on tests of 

samples for specific job but test certificates should accompany samples 

submitted by the Contractor. 

1006.3 Cement and bituminous materials shall be tested as prescribed in the 

referenced specification under which furnished. Cement may be accepted 

on the basis of mill tests and the manufacturer’s certification of compliance 

with the specification, provided the cement is the product of a mill with a 

record for the production of high-quality cement for the past 3-years. 

1006.4 CBR: Sampling and testing for CBR shall be taken for each 2,000 cubic 

yards of material. 

1006.5 Smoothness Test: The surface course shall not show any deviations in 

excess of 3/8 inch when tested with a 10-foot straightedge applied parallel 

with the centerline of the stabilized area. Any deviation in excess of this 

amount shall be corrected as hereinbefore specified in subparagraph 

1005.6.5. 

1006.6 Test shall be performed by the Contractor at no additional cost to the 

Owner. One test of each type listed below shall be conducted for each 250 

linear feet along the road or one day’s production whichever is less. 

1006.6.1 Sieve analysis shall be made in accordance with ASTM C136. 

1006.6.2 Density Tests: The density of the compacted soil-cement mixture 

shall be at least 100 percent of the maximum density determined in 

the laboratory. The density shall be determined in the field in 

accordance with ASTM D1556. The maximum density at optimum 

moisture content will be determined in the laboratory in accordance 

with ASTM D558. 





SERIES 1100 

BITUMINOUS PRIME COAT 

Additional Requirement for Bituminous Prime Coat Section 32 12 10. 

1101. APPLICABLE PUBLICATIONS: The following publications of the issues listed 

below, but referred to thereafter by basic designation only, form a part o this 

specification to the extent indicated by references thereto. 

1101.1 American Association of State Highway Transportation Officials (AASHTO) 

Publication: 

1101.2 American Society for Testing and Materials (ASTM), Publications: 

1102. QUALITY CONTROL: Approvals, except those required for field installations, 

field applications and field tests, shall be obtained before delivery of materials or 

equipment to the project site. 

1103. CERTIFIED TEST REPORTS: Before delivery of materials and equipment, four 

certified copies of the reports of all tests required in referenced publications or 

specified herein shall be submitted and approved. The testing shall have been 

performed by approved independent laboratory. Test reports shall be 

accompanied by notarized certificates from the manufacturer certifying that the 

tested material and equipment is of the same type, quality, manufacture, and 

make as that proposed to be supplied. Certified test reports are required for the 

following: 

1103.1 Spot test of Asphaltic Materials. 

1103.1.1 Emulsion Asphalt. 

1104. DELIVERY AND STORAGE: Materials delivered to the site shall be inspected 

for damage, unloaded, and stored with a minimum of handling. 

1105. GENERAL: The bituminous prime coat shall be applied on a previously 

prepared base course immediately after the completion of the cement treating 

base course. The bituminous prime coat may be applied to function as a curing 

membrane as well as a primer. 

1106. MATERIALS: Bituminous material for the prime coat shall be emulsified asphalt 

Type SS-1 where applied to cement treated base. 

1106.1 Emulsified Asphalt: Emulsified asphalt shall conform to ASTM D977 Type 

SS-1. The base asphalt used to manufacture the emulsion shall show a 

negative spot when tested in accordance with AASHTO T102 using 

standard naptha. 




1107. APPLICATION: Application rate shall be 0.22 US gallons per square yard OR 

AS DIRECTED BY THE Contracting Officer. Apply prime coat to all prepared 

surfaces of base course prior to placement of pavement. 

1108. CONSTRUCTION EQUIPMENT: All equipment shall be dependable and 

adequate for the purpose intended and shall be properly maintained in 

satisfactory and safe operating condition at all times. 

1108.1 Bituminous Distributor: Bituminous Distributor shall have pneumatic tires 

of such width and number that the load produced on the base surface shall 

not exceed 650 pounds per inch of tire width. The distributor shall be 

designed and equipped to distribute the bituminous material uniformly at 

even heat on variable widths of surface at readily determined and controlled 

rates from 0.05 to 2.0 gallons per square yard, with a pressure range of 25 

to 75 pounds per square inch and with an allowable variation not to exceed 

5 percent from any specified rate. Distributor equipment shall include 

separate power unit for the bitumen pump, full-circulation spray bars, 

tachometer, pressure gauges, volume-measuring devices, adequate 

heaters for heating the materials to the proper application temperature, a 

thermometer to show the temperature of tank contents, and a hose 

attachment suitable for applying bituminous materials to spots unavoidable 

missed by the distributor. The distributor shall be equipped to circulate and 

agitate the bituminous material during the heating process. 

1108.2 Brooms and Blowers: Brooms and blowers shall be of the power type and 

shall be suitable for cleaning prepared sub-grades or bases. 

1109. WEATHER LIMITATIONS: Do not apply the prime coat during drain or when 

rain is imminent. 

1110. PREPARATION OF SURFACE: Immediately before applying the prime coat to 

the surface that is to be primed, all loose materials, dirt, clay, or other 

objectionable substances shall be removed from the surface by means of a 

power broom or blower supplemented with hand brooms. After the cleaning 

operation and prior to the application of the prime coat, an inspection of the area 

to be primed will be made by the Contracting Officer to determine the fitness of 

the area to receive the bituminous priming material. To assure a uniform spread 

of the bituminous material, the portion of the base course prepared for 

treatment, if excessively dry, shall be lightly sprinkled with water immediately 

before the application. 

1111. APPLICATION OF BITUMINOUS MATERIAL 

1111.1 Immediately following the preparation of the base course, the bituminous 

material shall be applied by means of a bituminous distributor. The 

bituminous material shall be applied at a pressure within the range of 25 to 

75 pounds per square inch and in the amounts directed. The priming 

material shall be applied with uniform distribution at all points of the surface 

to be treated. Unless the distributor is equipped to obtain satisfactory 

results at the junction of previous and subsequent applications, building 

paper shall be spread on the surface of the applied material for a sufficient 




distance back from the ends of each application so that flow from the sprays 

may be started and stopped on the paper, and so that all sprayers will 

operate at full force on the surface to be treated. Immediately after the 

application, the building paper shall be removed and destroyed. All spots 

unavoidably missed by the distributor shall be properly treated with 

bituminous material. 

1111.2 Following the application of prime material, the surface shall be allowed to 

dry without being disturbed for as long a period as may be necessary to 

attain penetration into the foundation course and evaporation of the volatiles 

from prime material, which period shall be a minimum of four (4) days or as 

determined by the Contracting Officer. The Contractor shall maintain the 

primed surface until pavement is placed by protecting the surface against 

damage and by repairing and re-priming deficient areas at no additional cost 

to the Owner. No smoking, fires, or flames other than the heaters that are 

part of the equipment shall be permitted in the vicinity of heating, 

distribution, or transferring operations for bituminous materials. The surface 

may have to be re-primed prior for paving if it appears unsatisfactory to the 

C.O. 

1111.3 Application Temperature of Emulsified Asphalt: Application temperature of 

emulsified asphalt shall be as directed by the C.O. and shall provide an 

application viscosity between 20 and 100 seconds, Saybolt-Furol. 

Application temperature shall be within the range of 85 to 190 degree 

Fahrenheit. 

1112. FIELD SAMPLING AND TESTING 

1112.1 Samples of Bituminous Materials: Samples of bituminous materials shall 

be furnished by and at the expense of the Contractor. Sampling shall be in 

accordance with ASTM D140. 

1112.2 Tests: An independent testing laboratory at the expense of the Contractor 

shall conduct all tests of bituminous materials. 

1112.2.1 Spot test for bitumen shall be conducted in accordance with 

AASHO T102, and shall be performed on each shipment. 

1112.2.2 Calibration Tests: The Contractor shall furnish such equipment 

and materials and perform the work to calibrate the tank and 

measuring devices of the distributor. This shall be done on the site 

at the beginning of the work. 





SERIES 1800A 

BITUMINOUS TACK COAT 

Additional Requirements for Bituminous Tack Coat Section 32 12 11. 

PART 1 – GENERAL 

1.1 APPLICABLE PUBLICATIONS: The publications listed below form a part of 

this specification to the extent referenced. The publications are referred to in 

the text the basic designation only. 

1.1.1 American Association of State Highways and Transportation Officials 

(AASHTO) Publications: 

1.1.2 American Society for Testing and Materials (ASTM) Specifications: 

1.2 CERTIFIED TEST REPORTS: Before delivery of materials and equipment, six 

certified copies of the reports of all tests required in referenced publications or 

specified herein shall be approved by the Contracting Officer. The testing shall 

have been performed in an independent laboratory approved by the Contracting 

Officer. Test reports shall be accompanied by notarized certificates from the 

manufacturer certifying that the tested material and equipment is of the same 

type, quality, manufacture, and make as that proposed to be supplied. Certified 

test reports are required for the following: 

a. Spot Test of Asphaltic Materials 

b. Emulsified Asphalt 

1.3 DELIVERY AND STORAGE: Materials delivered to the site shall be inspected 

for damage, unloaded, and stored with a minimum of handling. 

1.4 WEATHER LIMITATIONS: Apply the tack coat only when the surface is dry or 

contains moisture not in excess of the amount that will permit uniform 

distribution and the desired adhesion. Apply the tack coat only when the 

ambient 50 degrees F or above and when the temperature has not been below 

50 degrees F for 12 hours immediately prior to applications, unless otherwise 

directed. 

1.5 TRAFFIC CONTROLS: Keep all traffic off surfaces freshly treated with 

bituminous materials. Provide sufficient warning signs and barricades so that 

traffic will not travel freshly treated surfaces. 

1.6 Tack Coat is to be applied on primed base course prior to laying of bituminous 

Hot Mix Pavement. 

PART 2 PRODUCTS 

2.1 MATERIALS: Bituminous Material for the tack coat shall be asphalt emulsion. 

SERIES 1800A Page 1 of 3



2.1.1 Emulsified Asphalt: Emulsified asphalt shall conform to ASTM D 977 

Type SS-1. The base asphalt used to manufacture the emulsion shall 

show a negative spot when tested in accordance with AASHTO T 102 

using standard naphtha. 

2.2 QUANTITIES TO BE APPLIED: The rate of application of actual bitumen shall 

be sufficient to adequately bond the succeeding course of pavement but in no 

case shall the rate be less than 0.05 gallon nor more than 0.15 gallon per 

square yard. The exact amount of tack coat to be applied shall be as indicated 

by the Contracting Officer after test application by the Contractor. The 

application rate used as a basic for bidding quantity shall be 0.10 gallons per 

square yard. 

2.3 CONSTRUCTION EQUIPMENT: All equipment shall be dependable and 


satisfactory and safe operating condition at all times. Calibrated equipment 

such as asphalt distributors, scales, batching equipment, spreaders and similar 

equipment shall have been recalibrated within 12 months of commencing work. 

The Contractor in the presence of the Contracting Officer when required by the 

Contracting Officer shall do additional recalibration. 

2.3.1 BITUMINOUS DISTRIBUTOR: The equipment used by the Contractor 

shall include a self-powered pressure bituminous material distributor 

and equipment for heating bituminous material. Bituminous distributor 

shall have pneumatic tires of such width and number that the load 

produced on the base surface shall not exceed 650 psi of tire width. 

The distributor shall be designed and equipped to distribute the 

bituminous materials uniroformly at even heat on variable widths of 

surface at readily determined and controlled rates from 0.05 to 2.0 

gallons per square yard, with a pressure range of 25 to 75 psi and an 

allowable variation not to exceed 5 percent from any specified rate. 

Distributor equipment shall include a separate power unit for the 

bitumen pump, full-circulation spray bars, tachometer, pressure gages, 

volume-measuring devices, adequate heaters for heating the materials 

to the proper application temperature, a thermometer to show the 

temperature of tank contents, and a hose attachment suitable for 

applying bituminous material to spots unavoidably missed by the 

distributor. The distributor shall be equipped to circulate and agitate 

the bituminous material during the heating process. 

2.3.2 Brooms and Blowers: Brooms and blowers shall be of the power 

type and shall be suitable for cleaning the prepared surfaces for 

application of the tack coat. They shall not create environmental 

pollution and shall meet the requirements of SERIES 200: 

ENVIRONMENTAL PROTECTION. 

PART 3 – EXECUTION 

3.1 GENERAL: The bituminous tack coat shall be applied on a previously 

prepared primed Portland cement stabilized base course (CTB) and concrete 

structures where asphaltic paving abuts new or existing items. 




3.2 PREPARATION OF SURFACE: Immediately before applying the tack coat to 

the surface that is to be paved, all loose material, dirt, clay, or other objectional 

substance shall be removed from the surface by means of a power broom or 

blower supplemented with hand brooms. After the cleaning operation and prior 

to the application of the tack coat, an inspection of the area to be paved will be 

made by the Contracting Officer to determine the fitness of the area to receive 

the bituminous material. To assure a uniform spread of the bituminous material, 

the portion of the surface prepared for treatment, if excessively dry, shall be 

lightly sprinkled with water immediately before the application. 

3.3 APPLICATION OF BITUMINOUS MATERIAL: Emulsified asphalt shall be 

diluted with one part water to one part asphalt after the asphalt is placed in the 

distributor tank. The tack coat shall be applied when the surface to be treated 

is dry or contains moisture not in excess of that which will permit uniform 

distribution and the desired adhesion. Immediately following the preparation of 

the surface for treatment, the bituminous material shall be applied by means of 

the distributor, within the limits of temperature and at the rate not less 0.05 

gallons nor more than 0.15 gallons of bituminous material per square yard as 

directed by the Contracting Officer. Bituminous material shall be applied so that 

uniform distribution is obtained over the entire surface to be treated. All areas 

missed by the distributor shall be treated properly with the bituminous material. 

Following the application of bituminous material, the surface shall be allowed to 

cure without being disturbed for such period of time as may be necessary to 

permit setting of the tack coat. The bituminous tack coat shall be applied only 

as far in advance of the placing of overlaying layer as required for that day’s 

operation. The treated surface shall be maintained and protected from damage 

until the succeeding course of pavement is placed. 

3.3.1 Application Temperature of Emulsified Asphalt: Application 

temperature of emulsified asphalt shall be within the range of 85 to 190 

degrees F. 

3.4 FIELD SAMPLING AND TESTING: 

3.4.1 Calibration Tests: The Contractor shall furnish such equipment and 

materials and perform the work to calibrate the tank and measuring 

devices of the distributor. This shall be done on the job at the 

beginning of the work. 

3.4.2 Samples of Bituminous materials: Samples of bituminous materials 

shall be furnished by and at the expense of the Contractor. Sampling 

shall be in accordance with ASTM D140. 

3.4.3 Tests: An independent testing laboratory at the expense of the 

Contractor shall conduct all tests on bituminous materials. 

3.4.4 Spot Test: Spot test for bitumen shall be conducted in accordance 

with AASHTO T102, and shall be performed on each shipment. 





SERIES 1800B 

HOT MIX BITUMINOUS PAVEMENT 

Additional Requirements for Hot Mix Bituminous Pavement Section 32 12 17. 

PART 1 – GENERAL 

1.1 APPLICABLE PUBLICATIONS: The publications listed below form a part of 

this specification to the extent referenced. The publications are referred to in 

the text by the basic designation only. 

1.1.1 Military Standard: 

MIL-STD-620A Test Methods for Bituminous Paving Materials. 

1.1.2 American Association of State Highway and Transportation Officials 

(AASHTO) Publications: 

1.1.3 American Society of Testing and Materials (ASTM) Publications: 

1.1.4 Asphalt Institute Publications: 

1.2 SUBMITTALS: 

1.2.1 Samples: Samples of the following materials shall be submitted and 

approved in accordance with the specifications: 

a. Coarse Aggregate 

b. Fine Aggregate 

c. Mineral Filler 

d. Asphalt Cement 

1.2.2 Test Reports: Seven copies of the certified test reports required in 

referenced publications or specified herein for each lot of bitumen used 

for the project shall be approved by the Contracting Officer. The 

furnishing of the certified test reports for the bituminous materials shall 

not be interpreted as a basis for final acceptance. All such test reports 

shall be subject to verification by testing samples of materials received 

for use on the project. 

1.2.3 Job Mix Formula: A job mix formula shall be furnished by the 

Contractor, approved by the Contracting Officer prior to preparing and 

placing the bituminous mixture. The formula shall indicate the definite 

percentage of each sieve fraction, percentage of bitumen, the 

temperature of the mixture leaving the mixer, number of blows of 

compaction hammer per side of molded specimen, stability, flow, 

percent of voids total mix, percent of voids filled bitumen, the 

temperature viscosity relationship of the asphalt cement, and percent 

of aggregate by size from each source. 

SERIES 1800B Page 1 of 16



1.3 DELIVERY AND STORAGE: Materials delivered to the site shall be inspected 

for damage and stored with a minimum of handling. Aggregates shall be stored 

in such a manner as to prevent segregation. 

1.4 GENERAL REQUIREMENTS: The hot-mix pavement shall be constructed on 

a prepared base course. The new pavement shall consist of mineral aggregate 

uniformly mixed with hot bituminous material. The wearing course shall be 

constructed only during dry weather and on dry surfaces. Lines and grade 

stakes shall be provided as necessary for control. Grade stakes shall be 

placed in lanes parallel to the center of the areas to be paved and suitably 

spaced for string lining. 

PART 2 – PRODUCTS 

2.1 Aggregates: The grading and proportioning of aggregate and filler shall be 

such that the combined mineral aggregate conforms to the grading specified 

hereinafter. 

2.1.1 Coarse aggregates shall conform to ASTM D692/D692M, except for 

the soundness test requirements, as modified herein. Crushed gravel 

shall have at least 75 percent by weight of pieces having two or more 

fractured faces. Aggregates, which show stripping when tested in 

accordance with ASTM D1664, shall be rejected. Percentage wear 

shall be a maximum of 40 after 500 revolutions by ASTM C131. 

2.1.2 Fine aggregate shall conform to ASTM D1073, except for the 

soundness test requirements. 

2.1.3 Mineral Filler: Not less than two-thirds of material passing 200 mesh 

sieve shall be non-plastic material meeting the requirements of ASTM 

D242/D242M. The material passing a 200 mesh sieve may be 

limestone or other suitable non-plastic material and shall be 

supplemented as required by the addition of limestone, Portland 

cement, or non-plastic materials as required to obtain the composition 

specified. 

2.2 ASPHALT CEMENT: Asphalt cement shall conform to ASTM D946, 

penetration grade 60-70. The asphalt shall show a negative spot when tested 

in accordance with AASHTO method T102. The temperature-viscosity 

relationship of the asphalt cement shall be given to the Contracting Officer. The 

asphalt cement shall be heated and delivered to the mixer at the temperature 

required and shall provide a mixing viscosity of 20 & 120 centistokes, kinematic 

or 10 & 60 seconds, Saybolt-Furol. 

2.3 Composition of Mixtures: The gradation shall be in accordance with the 

typical gradations listed herein for the selected maximum aggregate size when 

tested in accordance with ASTM C 136 and ASTM C 117. The gradation shall 

be within the job mix formula tolerance limitations specified hereinafter. The 

combined aggregate and filler shall be graded smoothly from coarse to fine and 

shall not vary the low limit on one sieve to the high limit on the adjacent sieve. 

The grading is based on aggregates of uniform specific gravity, and the 




percentages passing the various sieves are subject to appropriate correction 

when aggregates of varying specific gravities are used. For material passing 

the one-inch sieve, the stability and flow will be determined by ASTM D 1559 

and shall meet the following requirements. 

Tests/Criteria 

75 Blow Mix 50 Blow Mix 

Stability (Minimum), pounds 2150 1350 

Flow, 0.01 inch 8-16 8-18 

TSR, minimum percent 75 75 

The voids requirements shown herein shall be determined in accordance with 

the procedures described in MIL-STD-620, Test Methods 101, based on 

maximum specific gravity determined in accordance with ASTM D 2041. 

Test/Criteria 

Percent voids total mix 3 to 5 

Percent voids filled with bitumen 75 to 85 

2.4 JOB MIX: 

2.4.1 Composition of Mixture: The bituminous plant mix shall be 

composed of a mixture of aggregate filler and bituminous material 

within the ranges indicated in the following mix composition table, 

except that the percentages of asphalt shall be increased as 

necessary if the mineral aggregate is porous. The maximum size of 

the aggregates shall be 1/2-inch. The aggregate fractions shall be 

seized, uniformly graded, and combined in such proportions that the 

resulting mixture meets the grading requirements of the job mix 

formula. 

MIX COMPOSITIONS 

Sieve 1-Inch Max ¾-Inch Max ½ Inch Max 

3A 4A 5A 

1-inch 900 – 100 100 - - 

¾-inch - - 90-100 100 

½-inch 60 – 80 - - 90 – 100 

3/8-inch - - 60 – 80 - - 

No. 4 25 – 60 35 – 65 45 – 70 

No. 8 15 – 45 20 – 50 25 – 55 

No. 50 3 – 18 3 – 20 5 – 20 

No. 200 1 – 7 2 – 8 2 – 9 

Asphalt Cement 5 – 7 5 – 7 6 – 8 

Weight (Percent of total mixture) 




2.4.2 Variations: Variations from the approved job mix formula shall not 

exceed the following: 

Aggregates 

½ inch 

3/8-inch to No. 4 

No. 8 to No. 16 

No. 30 and 50 

No. 100 

No. 200 

Asphalt 

Temperature of mixture as 

discharged 

Tolerance (Plus or Minus) 

3 percent 

3 percent 

3 percent 

2 percent 

1 percent 

1 percent 

0.4 percent 

25 degrees 

Adjustments of the bitumen content and aggregate gradation, within the limits 

specified herein, to improve the paving mixture shall be made as necessary by 

the Contractor and approved by the Contracting Officer without change in the 

contract price. 

2.5 CONSTRUCTION EQUIPMENT: All equipment shall be dependable and 


satisfactory and safe operating condition at all times. Calibrated equipment 

such as asphalt distributors, scales, batching equipment, spreaders, and similar 

equipment, shall have been recalibrated by a calibration laboratory 

recommended by the Contractor and approved by the Contracting Officer within 

12 months of commencing work. The Contractor in the presence of the 

Contracting Officer when required by the Contracting Officer shall do additional 

recalibration. 

2.5.1 Mixing Plant: The mixing plant shall be designed, coordinated, and 

operated to produce a mixture within the job mix formula tolerance and 

shall meet the requirements of ASTM D995 except as specified herein. 

The mixing plant shall be either weight-batch type or continuous mixing 

type. The mixing plant shall have a capacity capable of producing AC 

mixtures at rates meeting job specification requirements. Rotary-drum 

type may be substituted for the above types, provided the equipment is 

suitable for producing finished mixtures complying with the job mix 

formula specified herein. The paving plant and equipment shall remain 

accessible at all times for checking its adequacy, inspecting its 

operation, verifying weights, proportions, and character of materials, 

and checking mixture temperatures. 

2.5.1.1 Equipment for Preparation of Bituminous Material: Tank for 

storage of bituminous material shall be equipped with a heating 

system capable of heating the material under the effective and 

positive control, at all times, to the temperature requirements 

specified. Heating shall be accomplished by steam coils, 

electricity, or other means shall accomplish heating so that no 

flame will come in contact with the heating tanks. The circulating 




system for the bituminous material shall be adequate size to 

insure proper and continuous circulation between storage tank 

and mixer during the entire operating period. All pipe lines and 

fittings shall be steam-jacketed or otherwise properly insulated to 

prevent heat loss. The storage tank capacity shall be sufficient for 

at least a one-day run. The storage tank capacity shall be free 

from accretions of foreign or caked bituminous materials or other 

substances, which could contaminate the bituminous mix 

materials or preclude an accurate inventory of quantities. Tanks 

shall be calibrated and charts indicating the depth to liquid-volume 

relationship shall be proved. The temperature of the asphaltic 

cement shall not exceed 325 degrees F at any time. 

2.5.1.2 Feeder for Dryer: The plant shall be provided with a accurate 

mechanical means for uniformly feeding the mineral aggregate 

into the dryer so that uniform production and uniform temperature 

will be secured. The feeder or feeders shall be capable for 

delivering the maximum number of aggregate sized required in 

their proper proportion. The feeder shall provide for adjustment of 

total and proportional feed and shall be capable of being locked in 

any position. When more than one cold elevator is used, each 

shall be fed as separated unit and individual controls shall be 

integrated with a master control. 

2.5.1.3 Dryer: A rotary dryer of satisfactory design for drying and heating 

the aggregates shall be provided. Dryer shall be capable of 

continuously supplying the mixing unit at its operating capacity 

with dried aggregates of the specified temperature. The 

aggregates delivered to the hot bins shall contain moisture to an 

extent that will cause foaming, segregation, or stripping during 

hauling and placing operations. The dyer shall be equipped with a 

heat-indicating device to measure the temperature of the 

aggregate as it leaves the dryer. The device shall be accurate 

within 10 degrees F and shall be installed in such manner that a 

10 degrees F change in aggregate temperature will be indicated 

within one minute. 

2.5.1.4 Plants screens capable of screening all dried aggregates to the 

specified sizes and proportions and having normal capacities 

slightly in the excess of the full capacity of the mixer or the dryer 

shall be provided. The screens shall be accurate and efficient and 

no bin shall be allowed to contain more than 10 percent oversize 

or undersize. 

2.5.1.5 Bins: The plant shall include storage bins of sufficient capacity to 

supply a mixer operating at full capacity. Bins shall be arranged to 

assure separate and adequate storage of appropriate fractions of 

the mineral aggregates. When used, separate dry storage shall 

be provided for filler or hydrated lime, and plant shall be equipped 

to feed such material into the mixer. Each pin shall be provided 

with overflow pipes of such size and at such location to prevent 




back of material into the adjacent compartments or bins. Each 

compartment shall be provided with its individual outlet gate to 

prevent leakage. The gate shall cut off quickly and completely. 

Bins shall be equipped with adequate tell-tale devices, which 

indicate the position of the aggregates in the bins at the lower 

quarter points. 

2.5.1.6 Bituminous Control Units: Satisfactory means shall be provided 

to obtain the proper of bituminous material in the mix within the 

tolerances specified by the job mix formula, either by weighing, 

metering, or volumetric measurements. Suitable means shall be 

provided, either by steam-jacketing or other methods of insulation, 

for maintaining the specified temperature of the bituminous 

material in the pipelines, meters, weight buckets, spray bars, and 

other containers or flow lines. 

2.5.1.7 Thermometric Equipment: An armored thermometer with a 

range from 200 degrees to 400 degrees F shall be fixed in the 

bituminous feed line at a suitable location near the discharge 

valve at the mixer unit. The plant shall be further equipped with 

an approved dial-scale, mercury-actuated thermometer, an 

electric pyrometer, or other approved thermometric instrument so 

placed at the discharge chute of the dryer as to register 

automatically or indicate the temperature of the heated aggregate. 

The dial shall be in full view of the dryer fireman of feeder. 

2.5.2 Safety Requirements: Adequate and safety stairways to the mixer 

platform and sampling points shall be provided, and guarded ladders to 

other plant units shall be placed at all points where accessibility to plant 

operations is required. Accessibility to the top of the truck bodies shall be 

provided by a suitable device to enable the Contractor to obtain sampling 

and mixture temperature data. Means shall be provided to raise and lower 

scale calibration equipment, and other similar equipment between the 

ground and the mixer platform. All gears, pulleys, chains, sprockets, and 

other dangerous moving parts shall be thoroughly guarded. Ample and 

unobstructed passage shall be maintained at all times in and around the 

truck loading area. These areas shall be kept free of drippings from the 

mixing platform. 

2.5.3 Dust Control: The plant shall be equipped with a dust collector designed to 

waste or return in a constant flow to the hot elevator, by mechanical means, 

all or part of the material collected. The quantity recovered shall be as 

necessary to provide and maintain composition specified. The plant shall 

have a mixer cover such additional housing to insure the proper control of 

dust. 

2.5.4 Truck Scales: Unless an automatic batching plant with automatic printers 

is used, the bituminous mixture shall be weighted on approved scales 

furnished by the Contractor or on public scales at the Contractor’s expense. 

Scales shall be inspected for accuracy and sealed as often as the 

Contracting Officer deems necessary. 




2.5.5 Testing Laboratory: The Contractor shall provide a testing laboratory for 

control and acceptance testing functions during periods of mix production, 

sampling, and testing and whenever materials subject to the provisions of 

these specifications are being supplied or tested. The laboratory shall 

provide adequate equipment, space, and utilities as required for the 

performance of the specified tests. 

2.5.6 Special Requirements for Batch Mixing Plants: 

2.5.6.1 Weigh Box or Hopper: The equipment shall include means for 

accurately weighing each bin size of aggregate in a weigh box or 

hopper suspended on scales, ample in size to hold a full batch without 

hand-raking or running over. The weigh box or hopper shall be 

supported on knife-edge fulcrums so constructed that they will not be 

thrown out of alignment easily. The gates on the bins and hopper shall 

prevent leakage of aggregate when closed. 

2.5.6.2 Scales for weigh box or hopper shall be of standard make and 

design and shall be of the beam or springless dial type sensitive to ½ of 

one percent of the maximum load that may be required. Beam type 

scales shall have a separate beam for each size aggregate, with a 

single tell tale actuated for each separate and a tare beam for 

balancing the hopper. Dial scales shall be designed, constructed and 

installed so that they will be free from vibration. All dials shall be 

located so as to be plainly visible to the operator at all times and of 

such size that the numerals can be read at a distance of 25 feet. 

At least ten standard 50-pound test weights shall be provided for 

checking the accuracy of the scales. Test weights will be kept clean 

and shall be stored near the scales. 

2.5.6.3 Asphalt bucket for weighing the bituminous material shall have 

sufficient capacity to hold not less than 15 percent of the rated capacity 

of the mixer. It shall be steam-jacketed or equipped with properly 

insulated electric heating units and shall be suspended on dial or beam 

scales which shall show the weight of the bucket, for each weighing, 

and the net weight of bituminous material to an accuracy within one 

percent of the weight of material required. The discharge system shall 

deliver the heated bituminous material in a thin, uniform sheet or in 

multiple streams the full width of the mixer, except that in the case of a 

rotary mixer, the bituminous material shall be sprayed into the mixer. 

2.5.6.4 Volumetric meter for automatically metering the bituminous 

material into each batch shall be provided with a dial to indicate the 

amount of asphalt and shall have a capacity of at least 10 percent in 

excess of the number of gallons of asphalt required in each batch. 

The meter shall be constructed so that it may be locked at any dial 

setting and will automatically reset to this reading after the addition of 

asphalt to each batch. The dial shall be in full view of the mixer 

operator. The flow of asphalt shall be automatically controlled, shall 




begin when the dry mixing period ends, and all of the asphalt shall be 

discharged in not more than 15 seconds after the flow has started. 

Spray bar openings of sufficient size and spacing shall provide for the 

uniform application of asphalt for the full length of the mixer. A valve 

and outlet shall be provided between the charging valve and spray bar 

as a means for checking and testing the accuracy of the meter. 

2.5.6.5 Mixer: The batch mixer shall be an approved type capable of 

producing a uniform mixture within the job mix tolerances. If not 

enclosed, the mixer box shall be equipped with a dust hood to prevent 

loss of dust. The clearance of blades from all fixed and moving parts 

shall not exceed ¾ inch. 

2.5.6.6 Control of Mixing Time: The mixer shall be equipped with an 

accurate time lock to control the operations of complete mixing cycle. 

It shall lock the weigh-box gate after the charging of the mixer and 

keep cycle. It shall lock the bituminous material bucket throughout the 

dry mixing periods. The dry mixing period is defined as the interval of 

time between the opening of the weigh-box gate and the introduction 

of bituminous material. The wet mixing period is the interval of time 

between the introduction of bituminous material and the opening of the 

mixer gate. The timing control shall be flexible and shall be capable of 

settings of 5-seconds intervals or less throughout a 3-minute cycle. A 

mechanical batch counter shall be installed as part of the timing device 

and shall be designed to register only completely mixed batches. The 

setting of time intervals shall be at the direction of the Contracting 

Officer, who shall then lock the case covering the timing device until a 

change is made in the timing periods. 

2.5.7 Special Requirements for Continuous Mixing Plants: 

2.5.7.1 Aggregate Proportioning: The plant shall include means for 

accurately proportioning each size of aggregate. The plant shall have 

a feeder mounted under each compartment bin. Each compartment 

bin shall haven an accurately controlled individual gate to form an 

orifice for volumetrically measuring the material drawn form each 

compartment. The feeding orifice shall be rectangular with one 

dimension adjusted by positive mechanical means provided with a 

lock. Indicators shall be provided for each gate to show the respective 

gate opening in inches. The fine bin shall be equipped with a vibrating 

unit or other equipment, which shall effectively prevent any “hang-up” 

of material while the plant is operating. A positive system shall be 

provided to indicate the level of material in each bin, and as the level of 

material in one bin approaches the strike-off capacity of the feed gate, 

the device shall automatically close down the plant instantly. The plant 

will not be permitted to operate unless this automatic system is in good 

working condition. 

2.5.7.2 Weight Calibration of Aggregate Feed: The plant shall include a 

means for calibration of gate openings by weighing test samples. 

Provisions shall be made so that materials fed out of individual orifices 




may be passed to individual test boxes. The plant shall be equipped to 

conveniently handle individual test samples weighing not less than 200 

pounds. Accurate scale of adequate capacities shall be provided by 

the Contractor to weigh such test samples. 

2.5.7.3 Synchronization of aggregate and Bituminous Feed: Satisfactory 

means shall be provided to afford positive interlocking control between 

the flow of aggregate from the bins and the flow of bituminous material 

form the meter or other proportioning device. This control shall be 

accomplished by interlocking mechanical means or any positive 

satisfactory to the Contracting Officer. Aggregate feeders that are 

mechanically driven shall be directly connected with the drive on the 

asphalt binder pump. The drive shaft on the feed shall be equipped 

with a revolution and with counter reading to 1/100 of a revolution and 

with sufficient capacity to register the total number of revolutions in a 

day’s run. 

2.5.7.4 Mixer: The plant shall include a continuous mixer of an approved 

type, adequately heated and capable of producing a uniform mixture 

within the job-mix tolerances. It will be equipped with a discharge 

hoper with dump gates, which will permit rapid and complete discharge 

of the mixture. The paddles shall be adjustable for angular position on 

the shafts and reversible to retard the flow of the mix. The mixer shall 

have a manufacturers plate giving the net volumetric contents of the 

mixer at the several heights inscribed on a permanent gage. Charts 

shall be provided showing the rate of feed of aggregate per minute for 

the aggregate being used. 

2.5.8 Paving Equipment: 

2.5.8.1 Spreading equipment: Spreading equipment shall be the selfpropelled 

type, equipped with hoppers, distributing screws, adjustable 

screeds, and equalizing devices capable of spreading hot bituminous 

mixtures without treating, shoving, or gouging, and of producing a 

finished surface of specified evenness. Spreaders shall operate, when 

laying mixtures, at a speed between 5 and 45 feet per minute, as 

directed by the Contracting Officer. They shall be equipped with a 

quick and efficient steering device and shall have a forward and 

reverse traveling speed of not less than 100 feet per minute. 

Spreaders shall be equipped with mechanical devices to adjust to 

grade and confine the edges of the pavement curbs, manholes, and 

similar structures shall be given a bituminous tack coat. 

2.5.8.2 Rolling equipment shall consist of self-propelled roller of the 

pneumatic-tired and/or the three-wheel tandem type and vibratory 

type. Three wheel and tandem rollers shall weigh not less than 9 

tons. Three wheel rollers shall have a minimum weight of 300 pounds 

per inch of rear wheel width. Pneumatic-tired rollers shall be of the 

double axle type equipped with pneumatic tires of equal size and 

diameter. Tires shall be uniformly inflated so that the air pressure in 

the several tires will not vary more than 5-pounds per square inch and 




be so arranged that the tires on the axle will cover the gap between the 

tires on the other axle. Pneumatic-tired rollers shall be so constructed 

that the total weight of the rollers can be varied to produce an 

operating weight per tire from 1,000 pounds minimum to a maximum of 

4,500 pounds or as required to obtain the specified density. All rollers 

shall be suitable for rolling hot-mix bituminous pavements and shall be 

capable of reversing without backlash. Pneumatic-tired rollers shall be 

capable of being operated both forward and backward without turning 

on the mat, and without loosening the surface being rolled. Rollers 

shall be equipped with suitable devices and apparatus to keep the 

rolling surfaces wet and prevent adherence of bituminous mixtures. 

2.5.8.3 Hand Tampers: Hand tampers shall weigh not less than 25 pounds 

and shall have a tamping face of not more than 50-square inches. 

2.5.8.4 Mechanical Hand Tampers: Mechanical hand tampers shall be 

commercial type operated by pneumatic pressure or by internal 

combustion. 

2.5.8.5 Power Blowers and Power Brooms: Blowers and brooms shall be of 

the power type and shall be suitable for cleaning the surface to be 

paved. 

2.5.8.6 Scales: Scales shall be standard truck scales of the beam type. The 

scales shall be of sufficient size and capacity to accommodate all 

trucks to be used for handling bituminous mixtures with all wheels on 

the scale at the time. All scales shall be tested, as directed by the 

Contracting Officer, and the necessary number of standard weights for 

testing the scales shall be on hand at all times. 

2.5.8.7 Miscellaneous Equipment: Shall tools, including rakes, lutes, 

shovels, smoothing irons, pavement cutters, wheel-mounted wagons 

for heating small tools, wood sandals and stilts sandals type, and other 

small tools, shall be provided as necessary. 

PART 3 – EXECUTION 

3.1 Mixing: The bituminous mixture shall be produced in a suitable plant as 

specified hereinbefore. The fine and coarse aggregate shall be piled separately 

and fed to the dryer by separate mechanical feeders in a manner to produce a 

bituminous mixture within the tolerances specified for the job mix formula. The 

aggregates shall be heated and dried thoroughly before being placed in the 

plant hot bins. The temperature of the aggregate, mineral filler, and asphalt in 

the mixer shall be such that the viscosity of the asphalt in the mixture will be in 

the range of 20 & 120 centistokes kinematic or 10 & 60 seconds, Saybolt Furol 

The heated and dried aggregates shall be screened, separated into specified 

size conveyed to separate bins, and held ready for mixing with the bituminous 

material. Adequate dry storage shall be provided for mineral filler at the mixing 

plant. After the aggregates have been prepared properly, they shall be 

accurately weighted or measured and conveyed into the mixer in the 

proportionate amounts of each aggregate size required. Mineral filler shall be 




weighted or fed by some accurate and uniform measurement, and added 

separately, and in a dry condition, as near as possible to the center of the 

mixer. The required amount of asphalt for each batch, or calibrated amount for 

continuous mixing, shall be introduced into batch, or calibrated amount for 

continuous mixing, shall be introduced into the mixer. In batch mixing, the 

aggregates shall be charged into the mixer, the asphalt added, and mixing 

continued for at least 25 seconds or longer as necessary to obtain 

homogeneous mixture. When a continuous mixer is used, the mixing time shall 

be not less than 30 seconds, as may be necessary to obtain homogeneous 

mixture. The additional mixing time, when required, shall be as directed by the 

Contracting Officer. The temperature of the asphalt at the time of mixing shall 

not exceed 325 degreed F. When prepared in a twin pugmill mixer, the depth 

of the mixture shall be not greater than the tips of the mixer blades when the 

blades are in a vertical position. All overheated and carbonized mixtures, and 

mixtures that foam, segregate, or strip shall be rejected. When excessive 

moisture causes foaming, segregation, or stripping, all aggregates in bins shall 

be removed and placed in their respective stockpiles. 

3.2 Transportation of Bituminous Mixtures: The bituminous mixture shall be 

transported from the paving plant to the site in trucks having tight, clean, 

smooth beds which have been painted or sprayed with a limewater, soap, or 

detergent solution at least once a day to prevent adhesion of the mixture to the 

truck bodies. Each load shall be covered with canvas or other suitable material 

of ample size to protect it from the weather and to control the loss of heat. 

Deliveries shall be made so that spreading and rolling of all the mixture 

prepared for a day’s run can be completed during daylight, unless satisfactory 

artificial light is provided. The mixture shall be delivered to the area to be 

paved in such a manner that the temperature at the time of the dumping the 

spreader will be not less than 250 degrees F. Any load that has been 

uncovered and contaminated by rainwater prior to placing shall be rejected. 

Hauling over freshly laid material will not be permitted. 

3.3 Placing: Prior to laying the wearing course, the underlying course shall be 

cleaned of all foreign or objectionable matter by power blowers, power brooms, 

or hand brooms in places inaccessible to power equipment, and will be 

inspected by the Contracting Officer for compaction and smoothness 

requirements. Asphalt mixture having a temperature less than 250 degrees F, 

when dumped into the hopper of the spreader, will be rejected. The mechanical 

spreader shall be adjusted and the speed regulated so that the surface of 

wearing course shall be smooth and when compacted shall conform to depth, 

cross section, grades, and contours indicated. The finished surface shall vary 

not more than 1/8-inch for wearing course when the test for smoothness is 

performed with a 10-foot straightedge. The thickness shall vary from the 

specified thickness by not more than ¼-inch for wearing course. When the 

irregularities of the surface or the deficiency in depth is more than the specified 

tolerances, the defective work shall be removed and replace with new material 

without additional cost to the Owner. Whenever possible, the mixture for the 

wearing course shall be placed in strips not less than 10 feet wide. After the 

first strip has been placed and rolled the second strip and succeeding strips 

shall be placed and rolled. Rolling shall overlap to the previously placed strip 

and shall be extended to overlap the first strip. The length of any strip laid 




before placing the succeeding strip shall be as directed by the Contracting 

Officer. Placing of the mixture shall be as continuous as possible. A sufficient 

number of experienced shovelers and rakers shall follow the spreading 

equipment, adding hot mixture and raking as required to produce a course that, 

when completed, shall conform to all requirements specified. In areas wherein 

the use of machine spreading is impractical, the mixture may be spread by 

hand. The mixture shall be distributed into place from dump boards by means 

of hot shovels and spread with hot rakes in a uniformly loose layer of such 

thickness that, when compacted, it shall conform to the required grade and 

thickness. The loads shall not be dumped any faster than they can be handled 

properly by the shovelers and rakers. Contact surfaces of previously 

constructed curbs, manholes, and similar structures shall be painted with a thin 

coat of bituminous material prior to placing the bituminous mixture. 

3.4 Joints: All joints shall present the same textures, density, and smoothness as 

other sections of the course. The joints between old and new pavements or 

between successive day’s work shall be made carefully in a manner to ensure a 

thorough and continuous bond between old and new sections of the course. All 

contact surfaces of previously constructed pavements shall be coated with a 

uniform coat of hot bituminous material immediately before the fresh mixture is 

placed. Where required, fresh mixtures shall be raked against joints, thoroughly 

tamped, smoothed with hot smoothers, and rolled. 

3.4.1 Transverse: The roller shall pass over the unprotected end of the 

freshly laid mixture only when the laying of the course is to be 

discontinued. Except when a canvas-rope cloth is used, the edge of 

the previously, laid course shall be cut back to expose an even, 

vertical surface for the full thickness of the course. The fresh mixtures 

shall be raked against the joints, thoroughly tamped with hot tampers, 

and smooth with hot smoothers, followed by rolling. 

3.4.2 Longitudinal: When the edges of the longitudinal joints are irregular, 

honeycombed, or poorly compacted, all unsatisfactory section of the 

joint shall be cut back to expose an even, vertical surface for the full 

thickness of the course, and joint shall be repaired with new material. 

When required, fresh mixture shall be raked against the joints, 

thoroughly, tamped with hot tampers, and smoothed with hot 

smoothers, followed by rolling. 

3.5 Compaction of Mixture: Compaction shall be effected by rolling. Rolling shall 

begin as soon as after placing as the mixture will bear the roller without undue 

displacement. Delays in rolling freshly spread mixture will not be tolerated. 

Rolling shall start longitudinally at the extreme sides of the lanes and shall 

proceed toward the center of the pavement, overlapping on successive strips 

by at least one-half the width of the rear wheel of the roller. Alternate trips of 

the roller shall be slightly different lengths. The initial longitudinal rolling shall be 

effected by the use of a steel roller. Tests for conformity with the specified 

crown, grade, and smoothness shall be made immediately after initial 

compaction. Before continuing the rolling any variation shall be corrected by 

removing or adding materials as necessary. The course shall then be rolled, 

using pneumatic-tired rollers or tandem rollers, while the mixture is hot and in 




condition suitable for proper compaction. The speed of the roller shall not 

exceed 3-miles per hour and shall at all times be slow enough to avoid 

displacement of the hot mixture. Any displacement of the mixture shall be 

corrected at once by the use of rakes and fresh mixture applied or mixture 

removed as required. Rolling shall be continued until all roller marks are 

eliminated and the course has a density of at least 96 percent of the density 

obtained in a laboratory specimen of the same mixture when subjected to 50 

blows per side in the Marshall mold. During rolling, rollers shall be moistened 

to prevent adhesion of the mixture to the rolling surfaces, but an excess of 

water shall not be permitted. Competent and experienced roller men shall 

operate the rollers. At least two rollers shall be provided for each spreading 

machine operation on the job. Additional 10-ton rollers shall be provided if the 

specific pavement density is not obtained by the operation of the minimum 

number of rollers. In all places not accessible to the rollers, the mixture shall 

be compacted thoroughly with hot mechanical or manual hand tampers. Skin 

patching of an area that has rolled will not be permitted. Any mixture that 

becomes mixed with foreign material or defective shall be removed, replaced 

with fresh mixture, and compacted to the density of the surrounding area. The 

roller shall pass over the unprotected edge of the course only when the laying 

of the course is to be discontinued for a length of time to permit the mixture to 

become cold. The Contractor shall provide competent workmen who are 

capable of performing all work incidental to the correction of all pavement 

irregularities. After final rolling, no vehicular traffic of any kind shall be 

permitted on the pavement until it has cooled and hardened, and in no case 

less than 6 hours. 

3.6 FIELD SAMPLING AND TESTING: Samples shall be supplied as specified 

herein by the Contractor at his expense. The Contractor at his expense will 

conduct testing. All materials and material sources shall be approved not less 

than 30 days prior to the use of such material in the work. Duplicate samples 

shall be approved to the Contracting Officer on an average of one sample a 

week. The duplicates samples shall be taken at the same time and in the same 

manner as the original ones. 

3.6.1.1 Sampling: 

3.6.1.1 Aggregates at Source: Prior to production and delivery of 

aggregates, at least one initial sample will be taken in accordance with 

ASTM D75/D75M at the source. Each sample shall be collected by 

taking three incremental samples at random from the source material 

to make a composite sample of not less than 50 pounds. Three 

random samples shall be taken from each 3,000 tons of material, or a 

day’s run, thereafter during the course of the project. Three increments 

shall be taken at random to make a composite sample of not less than 

50 pounds. A repetition of the above sampling shall be made when 

the source of material is changed or when unacceptable deficiencies 

or variation form the specified grading of materials are found in testing. 

3.6.1.2 Cold Feed Aggregate Sampling: Two samples shall be taken daily 

from the belt conveying materials from the cold feed. Materials shall 

be collected in three increments at random to make representative 




composite sample of not les than 50 pounds. Samples shall be taken 

by a method approved by the Contracting Officer. 

3.6.1.3 Fine Aggregates: A 50-pound sample shall be taken form the cold 

feed at least two times daily for sieve analyses of fine aggregate and 

specific gravity tests. Additional samples may be required to perform 

more frequent tests on mineral fillers, or will be required when 

analyses show deficiencies, or unacceptable variances or deviations. 

Sampling can be reduced to once a day when test results show that 

the fines consistently meet specified requirements. The method of 

sampling shall be as described herein for aggregates. 

3.6.1.4 Bituminous Mix: One sample for each 400 tons, or fraction thereof, of 

the un-compacted shall be taken each day for the extraction test. The 

sample shall be taken form a truck behind the paver. The minimum 

sample shall be 20 pounds. One sample for each 400 tons, or fraction 

thereof, shall also be taken of the un-compacted mix each day for 

stability testing. The minimum sample shall be 15 pounds. The 

samples shall be taken in a clean scoop or shovel by the Contracting 

Officer. The size of the sample shall be governed by the maximum 

size of particle of mineral aggregate in the mixture in accordance with 

ASTM D979. Samples cores at least three inches in diameter shall be 

obtained at locations determined by random sampling method, Asphalt 

Institute Manual MS-1 (Appendix P) from the completed pavement, for 

density tests. Cores shall be carefully removed and shall be delivered 

undisturbed and undamaged to a laboratory selected by the Contractor 

and approved by the Contracting Officer, without delay 

3.6.1.5 Sample Identification: The sample shall be contained in a clean 

container, which shall be securely fastened to prevent loss of material. 

Each sample shall be tagged for identification. The tag shall contain 

the following information. 

Contract No. ______________________ 

Sample No. ______________________ 

Quality ______________________ 

Date of Sample ______________________ 

Sample ______________________ 

Source ______________________ 

Intended Use ______________________ 

For Testing ______________________ 

3.7 Testing: 

3.7.1 Aggregate Testing: Testing of aggregates shall be made on each 

sample without delay. Gradation tests shall be made on each sample 

in accordance with ASTM C136. Mineral filler shall be tested in 

accordance with ASTM D546. 




3.7.1.1 Abrasion: The aggregate shall be tested for wear (Los Angeles 

test) in accordance with ASTM C131. 

3.7.1.2 Stripping Test: A stripping test in accordance with ASTM D1664 

shall be performed initially on all aggregate prior to incorporation 

into the work. 

3.7.2 BITUMINOUS MIX TESTING: One sample for entire project 

requirements of the un-compacted mix shall be tested for extraction in 

accordance with ASTM D2172 and sieve analysis in accordance with 

AASTO T30. One sample for entire project requirements shall be 

tested for stability and flow in accordance with ASTM D1559. 

3.7.3 TESTING OF PAVEMENT COURSE: 

3.7.3.1 The compacted surfaces of the wearing course shall be 

straightedge tested as the work progresses. The straightedge test 

shall be applied parallel with and at right angles to the centerline 

after final rolling. Variations in the wearing course shall not vary 

more than plus or minus 1/8-inch in ten feet. Any portion of the 

pavement showing irregularities greater than that specified shall 

be corrected as directed by the Contracting Officer.

NYRIP ADDENDUM.pdf - Yap State Government

Create successful ePaper yourself

Delete template?

Save as template?