14248.DN.2015_0821.JBC-Air.Final_Design.pdf

Joint Base Charleston – Air Base Repair Taxiway Delta

JBC Project No. DKFX 06 1003D Final Design Narrative

ADC Project No. 14248 Page 1 August 21, 2015

TABLE OF CONTENTS

Page

I. PROJECT INFORMATION, DESCRIPTION AND LOCATION

A. Design Team B. Description of Work C. Airfield Description D. Project Information E. Project Site Features F. Site Information

II. SITE AND LAYOUT DESIGN

A. Airfield Geometric Layout B. Pavement Markings C. Criteria / Regulations D. Summary of Design Requirements and Results

III. PAVEMENT DESIGN

A. Existing Pavement Composition and Condition B. Pavement Design Description

IV. ELECTRICAL DESIGN

A. General B. References C. Demolition and Removed Items D. Taxiway Lighting – Edge Lights E. Airfield Signage – Taxiway Guidance, Informational, Location and Mandatory Signs F. Airfield Lighting Vault G. Distribution System – Handholes, Ductbanks and Cabling H. Grounding

V. STORM DRAINAGE SYSTEM DESIGN

A. Storm Drainage System Description B. Criteria / Regulations C. Summary of Design Requirements and Results D. Pre-Development Hydrology Narrative E. Post-Development Hydrology Narrative F. Hydrology Analysis Summary G. Calculation Basis

VI. SEDIMENTATION & EROSION CONTROL / SWPPP

A. Sedimentation/Erosion Control System Description / SWPPP B. Criteria / Regulations C. Summary of Design Requirements and Results

APPENDIX A – SITE MAPS

APPENDIX B – PAVEMENT CALCULATIONS

APPENDIX C – ELECTRICAL CALCULATIONS

APPENDIX D – STORM DRAINAGE CALCULATIONS

APPENDIX E – STORM WATER POLLUTION PLAN (SWPPP)

APPENDIX F – EROSION CONTROL CALCULATIONS

APPENDIX G – DESIGN WORK ORDER

APPENDIX H – MEETING MINUTES

APPENDIX I – RISK ASSESSMENT

ADC Project No. 14248 Page 2 August 21, 2015

I. PROJECT INFORMATION, DESCRIPTION AND LOCATION

Glick/Boehm & Associates and ADC Engineering, Inc. have been commissioned by Joint Base

Charleston – Air Base Civil Engineering Squadron for design services associated with Repair Taxiway

Delta as described in the Design Work Order, dated July 28, 2014. Refer to Appendix G.

A. Design Team

Architect: ----------------- Glick/Boehm & Associates – Charleston, South Carolina

Civil Engineer: ---------- ADC Engineering, Inc. – Hanahan, South Carolina

Lighting: ------------------ Pond & Company – Norcross, Georgia

Surveying: --------------- Forsberg Engineering & Surveying, Inc. – Charleston, South Carolina

Geotechnical: ----------- S&ME, Inc. – Mount Pleasant, South Carolina

B. Description of Work

This project consists of the complete reconstruction of Taxiway Delta from Runway 15/33 to Taxiway

Echo. Taxiway Delta also consists of shoulder replacement from Taxiway Echo to Taxiway Kilo.

The reconstruction of Taxiway Delta will conform to the UFC’s mentioned within this document. The new pavement will consist of Portland cement concrete, 25 foot wide asphalt shoulders and subsurface drainage systems. New pavement markings, new airfield lighting, sodding and grassing of areas adjacent to the Taxiway are also included in this project.

This project also includes the demolition of pavement and airfield lighting for the replacement of the existing Taxiway Delta.

C. Airfield Description

Joint Base Charleston – Air Base is located in North Charleston, South Carolina and is assigned to

Air Mobility Command (AMC). The Air Force Base shares the airfield with Charleston International

Airport for commercial aircraft operations on the south side of the airfield and general aviation aircraft on the east side of the airfield. The Air Force Base is primarily used for C-17 Globemaster III operations by the 628th Airbase Wing Unit and its Air Force Reserve Unit, the 315th Airlift Wing. The airfield consists of two runways and eight taxiways. The airfield’s primary runway, 15/33, is approximately 9,000 feet long by 200 feet wide and the secondary runway, 03/21, is approximately

7,000 feet long by 150 feet wide.

D. Project Information

Project / Site Name: ................................ Repair Taxiway Delta

Location: .................................................. Joint Base Charleston – Air Base

North Charleston, SC – Charleston County

T.M.S. #: .................................................. 400-00-00-007

Latitude: .................................................. 3254’35” N

Longitude: ............................................... 8002’55” W

E. Project Site Features

1. Quad Map

This project is located in the USGS Ladson, SC Quadrangle Map.

ADC Project No. 14248 Page 3 August 21, 2015

2. FEMA Information

This property is located in Flood Zone X, as depicted on FEMA Community Panel 45019C0295J, dated November 17, 2004.

F. Site Information

1. Geotechnical Exploration

The geotechnical explorations conducted for Taxiway Delta have been utilized for this project. A copy of that report will be included in the specifications.

ADC Project No. 14248 Page 4 August 21, 2015

II. SITE AND LAYOUT DESIGN

A. Airfield Geometric Layout

The geometric layout for this project was designed in accordance with UFC 3-260-01 Airfield and

Heliport Planning and Design for a C-17, C-5, AN 124 and Boeing 747.

1. Taxiway Design Requirements

ITEM REQUIREMENT

Taxiway width 75 feet

Total width of shoulders (paved and unpaved) 50 feet

Paved shoulder width 25 feet

Longitudinal grade of taxiway and shoulders 1.5% Maximum

Rate of longitudinal taxiway grade change Maximum 1% per 100 feet

Longitudinal sight distance Minimum 1,000 feet between objects 10 feet above pavement

Transverse grade of taxiway Minimum 1% - Maximum 1.5%

Transverse grade of paved shoulders Minimum 2% - Maximum 4% with 1.5 inch drop off at edge of pavement

Transverse grade of unpaved shoulders Minimum 2% - Maximum 4%

Clear Zone 200 feet from centerline

Transverse grade of clear zone Minimum 2% - Maximum 10%

Lead-in Fillets 150 feet

Taxiway / Taxiway Centerline Radius 125 feet

Taxiway / Taxiway Edge Radius 150 feet

B. Pavement Markings

The airfield marking layout was designed in accordance with ETL 04-2 Standard Airfield Pavement

Marking Schemes. New markings will be installed to the following areas: Taxiway Delta, Taxiway

Echo and spots 88-89.

C. Criteria / Regulations

Criteria and regulations utilized in development of the design include but are not limited to:

UFC 3-260-06A Subsurface Drainage

UFC 3-260-01 Airfield and Heliport Planning and Design

UFC 3-260-02 Pavement Design for Airfields

ETL 04-02 Standard Airfield Pavement Marking Schemes

Local Fire Department (Joint Base Charleston – Air Base)

D. Summary of Design Requirements and Results

The primary intent of the site design is to develop the project site to satisfy the owner/user needs and to comply with the various applicable criteria and regulations established by agencies governing development at the project location. The results of the design are primarily depicted on the project drawings and in the project specifications. The discussions contained below highlight special project requirements, approved variances, special exceptions or deviations and decisions that are not reflected elsewhere.

1. UFC Variances – Not Applicable

ADC Project No. 14248 Page 5 August 21, 2015

III. PAVEMENT DESIGN

A. Existing Pavement Composition and Condition

The existing taxiway pavement and taxiway shoulder composition vary as shown in the Pavement

Evaluation excerpts provided in Appendix B.

B. Pavement Design Description

The airfield pavement design was completed in accordance with UFC 3-260-02 Pavement Design for

Airfields, UFC 3-260-06A Subsurface Drainage and PCASE (v.2.09.03) software with the following inputs:

1. Taxiway

Pavement Type = Rigid

Traffic Pattern = Airforce Modified Heavy

Traffic Area = Area A

Modulus of Subgrade Reaction (K) = 200 pci

Pavement Section Thickness = 17 inch PCC / 6 inch drainage layer /

6 inch separation layer

2. Shoulder

Pavement Type = Flexible

Traffic Pattern = Wheel

California Bearing Ratio (CBR) = 10

Pavement Section Thickness = 2 inch Asphalt / 7 inch Base Course

ADC Project No. 14248 Page 6 August 21, 2015

IV. ELECTRICAL DESIGN

A. General

In general, the statement of work is to repair Taxiway Delta at Joint Base Charleston, North

Charleston, South Carolina. Approximately 2750 feet will be repaired by replacement of pavement and shoulder and approximately 7600 feet will be repaired by adding shoulders, replacing edge lighting, and fixing other minor items in this area. Additionally, new shoulders, lighting, and signage will be added to the taxiway leading to Parking Spots 88 and 89. This work will be broken out as an alternate bid item.

B. References

The following references have been identified as being applicable to the electrical portion of the project:

AMC ALP (2013) AMC Airfield Lighting Preferences

FAA AC 150/5340-18F (2010) Standards For Airport Sign Systems

FAA AC 150/5345-44J (2010) Specification for Runway and Taxiway Signs

FAA AC 150/5345-53D (2012) Airport Lighting Equipment Certification Program

UFC 3-535-01 (2005) Visual Air Navigation Facilities

UFC 3-535-02 (2004) Design Drawings For Visual Air Navigation Facilities

C. Demolition and Removed Items

In general, all of the taxiway edge lighting along Taxiway D and some of the guidance signs will be removed. Cable in duct will be demolished and underground ducts and direct buried cable will be abandoned in place unless an underground duct is known to be in good condition and is routed in a location that is desired. Circuits serving the area under repair will be demolished back to the S-1 cut-outs located in enclosures in the airfield lighting vault. Joint Base Charleston will have the first right of refusal for all removed electrical items. Items not desired by the base will be removed off base and properly disposed of. Items desired by the base will be transported to and turned over to the government at the on-base location specified by the base representative.

D. Taxiway Lighting – Edge Lights

Taxiway edge lights define the lateral limits of a taxiing route. There are requirements for taxiway edge lights at Joint Base Charleston and they are currently provided. All new taxiway lights will be

LED style luminaires and will be frangible mount, elevated, L-861T(L)’s for straight sections and semi-flush, L-852T(L)’s on curved sections. The plans will locate them on each side of the dual sided taxiways and on one side where the taxiway runs along the edge of the apron. They will be located 5 feet off the edge of full strength pavement. Double blue, taxiway entrance/exit lights will be provided at the entrance/exit to the Spots 88 and 89 apron as well as the west side where Taxiway D ties into the main apron.

Double yellow, taxiway end lights have been requested in several locations along Taxiway D.

E. Airfield Signage – Taxiway Guidance, Informational, Location and Mandatory Signs

Signs and markers provide important guidance and control for the safe and efficient surface movement of aircraft on an airfield. Proper signing provides information on location, direction, destination, mandatory holding positions, important boundaries, and other information.

ADC Project No. 14248 Page 7 August 21, 2015

There are a handful of signs along the project limits of Taxiway D. At the 35% design review meeting, it was requested that they be field verified to determine if they are older and need to be replaced or if they had been replaced as part of a recent taxiway repair project. This was changed at the 65% design review meeting to include all the signs along Taxiway D with the exception of the ones where Taxiway H intersects. These were recently replaced with new LED signs in Project

DKFX 06-1003H, Repair Taxiway Hotel.

The new internally lit signs will be LED illuminated type, meeting requirements of FAA AC 150/5345-

44J, Size 3, Mode 3 (300 mph).

F. Airfield Lighting Vault

The airfield lighting vault houses much, if not all, of the electrical equipment to provide power to the airfield lighting circuits, lights, and equipment. The existing vault was constructed in 2004 and the project provided all new constant current regulators and Airfield Lighting Control System (AFLCS).

At that time, there was one regulator, Reg. 6, to feed old circuits J1 and J2 that serve the northern half of Taxiway D and a second regulator, Reg. 5, to feed old circuits E and F that serve the southern half of Taxiway D and Taxiway K down to the ammo area. It is assumed that no operational changes are desired to the edge lighting along Taxiway D and therefore there is no anticipated work or re-programming of the AFLCS as a part of this project. The two circuits will be tagged as J and F.

During the 35% design review meeting, it was requested that a simple ROI be performed to determine the payback time if the two regulators were “right-sized” for the circuit loads they feed.

The two existing regulators are 15kW for Regulator 5 which feeds Circuit F, Taxiway D and Ammo area and 10kW for Regulator 6 which feeds Circuit J, Taxiway D North area. Calculations have been performed and it has been determined that each of the two circuits could be fed from 7.5kW regulators. Since power consumption information is not available for partially loaded regulators, the simple ROI calculation has just used the difference in kW size of the regulators. This means there is roughly 7.5kW power savings for Regulator 5 and 2.5kW for Regulator 6.

The ROI calculation assumes that the regulators will be turned on for 12 hours each day. This means that out of the 8,760 hours in a year, they will be on 4,380 hours. The base provided that their energy rate is right about $0.07 per Kilo-Watt Hour. At that rate, Regulator 5 would have a savings of approximately $2,300 per year and Regulator 6, $766.5 per year.

$0.07/kWh x 7.5kW x 4,380h = $2,300 per year

$0.07/kWh x 2.5kW x 4,380h = $766.5 per year

The estimated cost of a new 7.5kW regulator is $9,500 plus installation. This means the ROI’s would be roughly 4.13 and 12.4 years respectively.

The calculated power savings of just taking the difference in kW between the existing size and new size of regulator was discussed at the 65% design review meeting. It was agreed that this was not an accurate method to calculate the power savings but even if better information was available, the

ROI would get longer. The decision was made not to replace the regulators.

G. Distribution System – Handholes, Ductbanks and Cabling

1. Handholes

New handholes in the ductbank system and on the airfield will follow the requirements and preferences outlined in AMC ALP. They will be designed to be as shallow as possible to help

ADC Project No. 14248 Page 8 August 21, 2015 minimize water ingress as well as reduce confined space entry locations. The entire assembly of handhole with its access lid shall be designed to the wheel loading requirements of UFC 3-

260-01, paragraphs 3-9 and 3-10 as well as AMC ALP. Single pullcans will be utilized where there is only one or two circuits and where there doesn’t seem to be a future need.

2. Ductbanks and Cabling

New ducts and ductbank will be provided as required along the taxiway. It is anticipated that existing ductbanks under Taxiways F, and H are adequate and in good condition and can be re-used. If not, horizontal directional drilling will be utilized to install new. Crossing under Taxiway

E will require horizontal directional drilling and new handholes to get them out of the paved shoulder. Per AMC ALP, each series circuit shall be in their own individual duct, i.e. a duct shall not contain more than one circuit.

All cabling associated with the new airfield systems will be FAA L-824 Type C 5kV cable installed in concrete-encased, 2” schedule 40 PVC conduit. There will be no direct burial of cable. Basis for design for connectors will be specified and detailed to be Amerace “Super Kits” per AMC ALP.

H. Grounding

1. Counterpoise Ground

A #4 bare solid copper counterpoise conductor will be provided above each duct or ductbank and exothermically welded to any existing counterpoise systems. The counterpoise will be solid in accordance with AMC ALP in lieu of stranded as required by UFC 3-535-01. It will be routed around each light base can and not bonded to them. Counterpoise ground rods will also be spaced 1000 feet and will be offset 500 feet from system equipment ground rods.

2. Equipment Ground

A separate #6 XHHW stranded copper equipment ground (safety ground) conductor will be routed in the conduit system with the 5kV conductors and connect to the ground lug on each light base. Ground rods will be provided and connected to the equipment grounding system via an exothermic weld to the light base at a spacing not exceeding 1000 feet. Details will be provided to indicate the grounding of each fixture.

ADC Project No. 14248 Page 9 August 21, 2015

V. STORM DRAINAGE SYSTEM DESIGN

A. Storm Drainage System Description

A single subdrain line will run parallel to Taxiway Delta on each side. The subdrain line will drain light cans along the new taxiway and ground water collected in the drainage layer. There are multiple outfall locations to existing storm drainage structures. Multiple existing storm drainage pipes that run underneath Taxiway Delta will be cured in place as shown on the plans. This will reduce infiltration and improve structurally unsound pipe.

B. Criteria / Regulations

Criteria and regulations utilized in development of the design include but are not limited to:

American Association of State Highway and Transportation Officials (AASHTO) Standard

Specifications for Highway Bridges

American Concrete Pipe Association (ACPA) Concrete Pipe Design Manual

ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm Drain and Sewer

Pipe

UFC 3-230-15FA Surface Drainage Facilities for Airfields and Heliports

UFC 3-230-16FA Drainage and Erosion Control Structures for Airfields and Heliports

UFC 3-320-05A Structural Design Criteria for Structures Other Than Buildings

SCDHEC Standard for Stormwater Management and Sediment Reduction R72-300 thru 72-316

(June 2002)

SC Stormwater Management and Sediment Control Handbook for Land Disturbance Activities

(September 2005)

South Carolina General Permit for Stormwater Discharges from Large and Small Construction

Activities SCR 100000 (August 2006)

MS4 Operator (Joint Base Charleston)

ADC Project No. 14248 Page 10 August 21, 2015

C. Summary of Design Requirements and Results

1. Storm Drainage Design

The primary storm drainage design is to comply with the quantitative and qualitative requirements of SCDHEC, the governing municipality, the governing department of transportation, owner and to protect adjacent properties as well as the surrounding environment.

The specific objectives for this project are described in the Post-Development Hydrology

Narrative.

2. Structural Design of Storm Drainage System Features

a. Lighting System Drainage Design

The primary intent of the lighting system drainage design is to promote the drainage of the taxiway light base cans, handholes and other new electrical features. New lighting features will connect to 8 inch diameter subdrain pipes located in the drainage layer. Cleanouts will be provided at critical points to allow access to collector pipes. There are multiple outfall locations to existing storm drainage structures.

b. Reinforced Concrete Pipe Design

The reinforced concrete pipe was designed in accordance with the American Concrete Pipe

Association (ACPA) Concrete Pipe Design Manual and ASTM C76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. Reinforced concrete pipes were designed to resist dead loads and live loads based on the distribution of wheel loads of a C-17 Globemaster operating at its maximum gross weight that can fit onto the pipe’s section.

3. Subsurface Drainage System Design

The primary subsurface drainage system design is to promote the drainage of groundwater from beneath new pavements. Refer to the attached spreadsheet titled ‘Subsurface Drainage Design’ for pipe sizing calculations and determination of the length between outfalls.

ADC Project No. 14248 Page 11 August 21, 2015

D. Pre-Development Hydrology Narrative

The pre-development analysis for this project required and includes the analysis of a 517 acre area.

This area discharges to two separate boundaries of the airfield, which are defined as the North

Boundary and Southwest Boundary. The North Boundary has four individual outfalls, thus four distinct basins. The project area is located in only one of the northern basins, Basin N-3, however all four basins are required and included in the analysis.

The Pre-Development contributory areas and outfalls are as follows:

Basin N-3 = 224 acres (piped outfall via 2-54 inch RCP)

Southwest Basin = 293 acres (piped outfall via 4-36 inch RCP)

Total = 517 acres

Refer to the attached Pre-Development Basin Map, ICPR input/output for pre-developed conditions, and spreadsheet titled ‘Drainage Areas / Curve Numbers / Time of Concentrations – Pre

Development Conditions’.

E. Post-Development Hydrology Narrative

This project is required by SCDHEC Standard for Stormwater Management and Sediment Reduction

72-300 through 72-316 to meet pre-developed discharge rates for the 2 and 10 year storm events.

The post development analysis presented herein has been prepared based on the changes associated with the reconstruction of Taxiway Delta.

The post development analysis for this project studied the same 517 acre contributory area as the pre-development analysis.

The Post-Development contributory areas and outfalls are as follows:

Basin N-3 = 224 acres (piped outfall via 2-54 inch RCP)

Southwest Basin = 293 acres (piped outfall via 4-36 inch RCP)

Total = 517 acres

Refer to the attached Post-Development Basin Map, ICPR input/output for post-developed conditions, and spreadsheet titled ‘Drainage Areas / Curve Numbers / Time of Concentrations – Post

Development Conditions’.

A summary of impervious surface changes from pre-development conditions to post-development conditions are as follows:

Impervious Surface Change Results

Addition of paved shoulders to Taxiway Delta (N-

3 outfall) Increase impervious area of 2.13 acres

Addition of paved shoulders to Taxiway Delta

(SW outfall) Increase impervious area of 1.82 acres

Removal of PCC hammerhead on Taxiway Delta Decrease impervious area 0.42 acres

Net Impact Increase impervious area of 3.53 acres

ADC Project No. 14248 Page 12 August 21, 2015

Although the project increases impervious area by 3.53 acres, there is not an increase in peak runoff flow due to the following:

1. Existing drainage ditches are adequately sized to accept post-developed conditions and promote the infiltration of stormwater runoff into the ground.

2. The increase in impervious area is not sufficient enough in proportion to the contributory area to cause a decrease in the time of concentration.

3. The increase in impervious area is not sufficient enough in proportion to the contributory area to cause a significant increase in the overall curve number.

F. Hydrology Analysis Summary

The table below provides a summary of the Basin Data, Pre-Development and Post-Development discharges for this project.

Basin Data Storm Data Pre-Development

Conditions Post-Development

Conditions

North Boundary

Impervious Area 97.35 ac 99.06 ac

Pervious Area 238.48 ac 236.77 ac

Total Area 335.83 ac 335.83 ac

Composite C 0.43 0.44

Cumulative CN 72 72

Tc (min) 74 74

I – 2 year (in/hr) 4.3 4.3

I – 10 year (in/hr) 6.6 6.6

2 yr runoff (cfs) 219.9 cfs 220.2 cfs

10 yr runoff (cfs) 449.9 cfs 450.0 cfs

Southwest Boundary

Impervious Area 145.77 ac 147.59 ac

Pervious Area 147.38 ac 145.56 ac

Total Area 293.15 ac 293.15 ac

Composite C 0.58 0.59

Cumulative CN 79 80

Tc (min) 229 229

I – 2 year (in/hr) 4.3 4.3

I – 10 year (in/hr) 6.6 6.6

2 yr runoff (cfs) 116.5 cfs 116.5 cfs

10 yr runoff (cfs) 222.5 cfs 222.5 cfs

ADC Project No. 14248 Page 13 August 21, 2015

G. Calculation Basis

ADC Engineering uses a three-tiered approach to the design of storm water management and storm water conveyance systems. All areas are interdependent and require several iterative processes and numerous checks from one to the other. They are defined as: 1) Basin Analysis 2) Hydraulic

Calculations, and 3) Hydrology/Stormwater Modeling.

1. Basin Analysis

Basin analysis is performed to determine the characteristics of the basins (Pre-development and

Post-development) that will influence the amount of runoff that can be anticipated for a given basin.

Areas – Within the project boundaries, areas are measured directly from the drawings. For off-site contributory basins, areas are measured from available sources such as USGS

Quadrangle Maps, other surveys or designs, FEMA panels, and as-built drawings. Areas are expressed in acres.

Runoff Coefficients – Runoff coefficients area calculated for both the Rational Formula (‘C’ values) and the SCS TR 55 (‘CN’ Curve Numbers). Curve Numbers are determined using the tables in the SCS TR 55 manual and are based on ground cover and the hydrologic soils group. The runoff coefficients used are as follows:

Curve Number Runoff Coefficient “C”

Impervious 98 0.95

Pervious 61 0.22

Times of Concentration (Tc) – Times of concentration are calculated from formulas for sheet flow, shallow concentrated flow and open channels, published in SCS TR-55. The minimum time of concentration used, as allowed by SCDHEC, is 0.10 hours (6 minutes).

This information is carried forward to both the Hydraulic Calculations and to the

Hydrology/Stormwater Modeling.

ADC Project No. 14248 Page 14 August 21, 2015

2. Hydraulic Calculations

a. Subarea Flow Analysis – Using the information calculated as indicated above, the individual sub-basins are analyzed to determine the contributory flow to each inlet. These calculations are done using the Rational Formula (Q=CIA).

Q = CIA

Q = peak rate of runoff in cubic feet per second (cfs)

C = runoff coefficient (see above)

I = average intensity of rainfall in inches per hour (in/hr)

A = drainage area in acres (ac) (see above)

The intensity of rainfall has been calculated based on values used by the South Carolina

Department of Transportation:

I = a/(b+tc)^c a, b, c = coefficients tc = time of concentration (min) (see attached spreadsheet)

SCDOT 2-Yr Event Coefficients SCDOT 10-Yr Event Coefficients

A 251.98388 270.85088

B 33.75663 30.90869

C 1.02405 1.00587

This analysis results in an Inlet Q.

ADC Project No. 14248 Page 15 August 21, 2015

3. Hydrology / Stormwater Modeling

Hydrology and stormwater modeling calculations are performed using ICPR (Interconnected Pond

Routing Model) software, Version 2.1. Calculations are performed using SCS unit hydrographs and in accordance with SCDHEC requirements for a “volume based hydrograph method acceptable to the Commission. The storm duration for computational purposes for this method shall be the

24-hour rainfall event, SCS distribution with a 0.1 hour burst duration time increment.”

Runoff computations are based on a design storm unit hydrograph. The design storm unit hydrograph parameter of K’ is used to reflect the watershed storage onto the runoff hydrograph shape. The following parameters are used to select the K’ value:

Site Conditions K’

Represents watersheds with very mild slopes, recommended by SCS for watersheds with average slopes of 0.5% or less. Significant storage throughout the watershed. Limited onsite drainage ditches. Typical ecological communities include: freshwater marsh and ponds, swamp hardwoods, flatlands, cypress swamps, and similar vegetative communities.

256 – 284

Intermediate peak rate factor representing watersheds with moderate surface storage in some locations due to depressional areas, mild slopes and/or lack of existing drainage features. Typical ecological communities include: Oak

Hammock, upland hardwood hammock, mixed hardwood and pine, and similar vegetative communities.

323 – 384

Standard peak rate factor developed for watersheds with little or no storage.

Represents watersheds with moderate to steep slopes and/or significant drainage works. Typical ecological communities include: Long leaf pine – turkey oak hills and similar vegetative communities.

Source: Recommended K’ Values for Site Conditions (Ref: Wilkening 1990)

a. Areas – Areas were measured directly from the project drawings.

b. Curve Numbers – Curve numbers were determined from tables in Soil Conservation Service

Technical Release 55 (TR-55) based on ground cover and hydrological soils group.

Curve Number Runoff Coefficient “C”

Impervious 98 0.95

Grass 61 0.22

c. Time of Concentrations – Times of concentration, Tc, were calculated from formulas for sheet flow, shallow concentrated flow and open channels, published in TR-55.

d. Peak Discharges – Peak Discharges for pre-development and post-development conditions were determined by modeling with ICPR.

ADC Project No. 14248 Page 16 August 21, 2015

VI. SEDIMENTATION & EROSION CONTROL / SWPPP

A. Sedimentation/Erosion Control System Description / SWPPP

This project proposes to replace the existing taxiway with a new pavement section and new shoulders at Joint Base Charleston. Land disturbance will be involved for construction of the new taxiway pavement section and regrading of the graded area.

B. Criteria / Regulations

Criteria and regulations utilized in development of the design include but are not limited to:

SCDHEC Standard for Stormwater Management and Sediment Reduction R72-300 thru 72-316

(June 2002)

SC Stormwater Management and Sediment Control Handbook for Land Disturbance Activities

(September 2005)

South Carolina General Permit for Stormwater Discharges from Large and Small Construction

Activities SCR 100000 (August 2006)

MS4 Operator (Joint Base Charleston)

C. Summary of Design Requirements and Results

The Storm Water Pollution Prevention and Sedimentation and Erosion Control measures included in this project have been designed to satisfy the requirements of the SCDHEC Standards for

Stormwater Management and Sediment Reduction as well NPDES Construction General Permit.

The contents of the design include:

Storm Water Pollution Prevention Plan

Protection from Sedimentation/Erosion During Construction

Protection from Sedimentation/Erosion After Construction

Protection of Impaired Waterbodies

ADC Project No. 14248 Page 17 August 21, 2015

APPENDIX A – SITE MAPS

ADC Project No. 14248 Page 23 August 21, 2015

APPENDIX B – PAVEMENT CALCULATIONS

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FS

M an ua l

N at ur al S ub gr ad e

C oh es io nl es s C ut N

FS

M an ua l

Tr af fic In fo rm at io n

P at te rn

N am e

A

IR

F O

R C

E

M O

D

IF

IE

D

H

E A

V Y

C O

P Y

-1

V eh ic le s W ei gh t ( lb

Tr af fic

A re a A

, B W ei gh t ( lb

Tr af fic

A re a C

, D A

C N

P as se s

Tr af fic

A re a A

B

, C

P as se s

Tr af fic

A a D

E qu iv al en t

P as se s

B -1

B L

A N

C E

R

C -1

7A G

LO

B

E M

A S

TE

R

II

I

F-

E E

A G

LE

B -1

B L

A N

C E

R

P av em en t T hi ck ne ss R ep or t U

.S . A rm y

C or ps o f E ng in ee rs

PC

A

SE

V er si on

.0

9.

D at e : 3

/9 /2

D es ig n

N am e

S H

LD

R

D es ig n

Ty pe

A irf ie ld P av em en t T yp e

Fl ex S ho ul de r

Tr af fic A re a

A na ly si s

Ty pe

C

B R

D ep th o f F ro st (i n)

W an de r W id th (i n)

La ye r I nf or m at io n

La ye r T yp e M at er ia l T yp e

Fr os t C od e A na ly si s

N on fr os t D es ig n Th ic kn es s

(in

R ed uc ed ub gr ad e

S tre

(in

Li m ite d

S ub gr ad e P en et ra tio n (in

C B

R ng th

A sp ha lt

A sp ha lt

N

FS

C om pu te

B as e U nb ou nd

C ru sh ed

S to ne N

FS

C om pu te 7.

N at ur al

S ub gr ad e C oh es io nl es s

C ut

N

FS

M an ua l

Tr af fic In fo rm at io n P at te rn N am e

W

H E

E L

V eh ic le s W ei gh t ( lb

Tr af fic

A re a A

, B W ei gh t ( lb

Tr af fic

A re a C

, D A

C N

P as se s

Tr af fic A re a

A , B

, C

P as se s

Tr af fic A re a

D

E qu iv al en t

P as se s

DESIGN SUBGRADE FACTORS

DATE: LOCATION: JBC DESIGNED BY: CDG

PROJECT: Repair Twy Delta COUNTY: Charleston CHECKED BY: JGJ

PROJECT NO.: 14248

FIGURE 1

Sample Identification CBR Value (95% Compaction) Notes

Number Equal to or Greater Than Each

Different Value

% Equal to or

Greater ThanBS-1 22.5 3 33%

BS-2 13.6 8 89%

BS-3 13.4 9 100%

BS-4 14.7 5 56%

BS-5 19.7 4 44%

BS-6 25.3 2 22%

BS-7 14.5 7 78%

BS-9 14.5 7 78%

BS-10 30.7 1 11%

CBR within 85th percentile = 13.78

CBR= 14

Correlated 'k' value= 220

Soil Type= SM, SP-SM Subgrade Unified Soil Classification= SM, SP-SM

Min. Suggested CBR based on Soil Classification (FIGURE 3)= 10 Max. Suggested CBR based on Soil Classification (FIGURE 3)= 40

Min. Suggested 'k' based on Soil Type (FIGURE 4)= 150

CBR within 85th percentile= 13 k= 1500 x CBR ^0.7788 173 pci

CBR= 10

k value= 200

USE CBR= 10

USE k= 200

2) CORRELATE 85th PERCENTILE CBR WITH MODULUS OF SUBGRADE REACTION 'k'

1) DETERMINE CBR WITHIN THE 85th PERCENTILE Laboratory CBR Values

4) FAA CBR TO K CONVERSION (AC 150/5320-6E, PARAGRAPH 205)

5) Recommendation from Project's Geotechnical Report

6) SELECT DESIGN SUBGRADE FACTORS

December 15, 2014

FIGURE 2

FIGURE 3 FIGURE 4

3) REVIEW HISTORICAL DATA

0%

20%

40%

60%

80%

100%

120%

0 5 10 15 20 25 30 o f T es t V al u es E q a u l t o o r

G re a te r T h an

E a ch

D if fe re n t V al u e

CBR

85th Percentile avement Design_CBR

ADC Project No. 14248 Page 27 August 21, 2015

APPENDIX C – ELECTRICAL CALCULATIONS

Ex is ti n g

C K

T C ab le

C C

R R at in g C

C R

St ea d y b u rn in g Si gn lo ad O th er lo ad s To ta l

Tr an sf o rm e r C ab le

C ab le C al cu la te d

C K

T Ty p e

Si ze

(K V

A

In p u t

(V lig h t lo ad

K V

A

(K V

A

(K V

A

C o n n ec te d Lo ss es

Le n gt h

Lo ss es C

C R lo ad

P er ce n t

N o

(A m p

s) (A

W G

(1

(2

(3

(4

Lo ad

K V

A

(K V

A

(5

(M o r

FT

(K

V A

(6

(K

V A

Lo ad ed

F R

Ta xi w ay D

, A m m o o ld E

F)

6.

2.

1.

0.

4.

1.

0.

6.

.8

J R

Ta xi w ay D

N o rt h o ld J

1& J2

6.

3.

1.

0.

4.

1.

0.

6.

.7

0.

0.

0.

0.

0.

0.

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0.

0.

0.

0.

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0.

0.

0.

0.

0.

0.

0.

(1

(2

(3

(4

(5

(6

R e p ai r Ta xi w ay D e lt a

Jo in t B as e

C h ar le st o n , C h ar le st o n

, S C

A ir fi el d L ig h ti n g Lo ad T ab u la ti o n

O th er lo ad s m ay b e p u ls in g lig h ts s u ch a s R

EI

L.

D e te rm in e

K V

A b as ed o n m an u fa ct u re r d at a fo r ea ch t yp e.

Is o la ti o n t ra n sf o rm e r lo ss es m ay b e es ti m at ed a t o f co n n ec te d lo ad

D e te rm in e ca b le lo ss es b as ed o n c ab le le n gt h a n d m an u fa ct u re r ca b le d at a o n c o n d u ct o r re si st an ce

. L o ss p er u n it le n gt h is t yp ic al ly b as ed o n t h e re la ti o n sh ip I^

2R

W a n d a ss u m ed P

F o f u n it y fo r th e ca b le

. T yp ic al v al u es f o r ca b le lo ss es a re : 3

4V A

M

V A

,0 ft fo r

.6

A c ir cu it s w it h u n co at ed s tr an d ed

A

W G c o n d u ct o r, a n d

V

A

M

6V

A

,0 ft fo r

A c ir cu it s w it h u n co at ed s tr an d ed c o n d u ct o r.

R eg u la to r

(C C

R

(R u n w ay o r Ta xi w ay , e tc

C C

R r at in g m ay b e in

K W

. T o d et er m in e

K V

A , d iv id e kW b y p o w e r fa ct o r (P

F) a n d

C

FR

e ff ic en cy

EF

b as e o n f u ll lo ad

. O b ta in

P F an d

E F fr o m m an u fa ct u re r.

To d et er m in e K

V A f o r st ea d y b u rn in g lig h ts b y su m m in g n o . o f fi xt u re s] x la m p w at ta ge fo r al l l ig h ts o n c ir cu it . S te ad y b u rn in g lig h ts c an b e ru n w ay e d ge li gh ts , t h re sh o ld /e n d li gh ts , c en te rl in e lig h ts

, t o u ch d o w n z o n e lig h ts , t ax iw ay e d ge li gh ts , a n d a p p ro ac h li gh ts

D e te rm in e

K V

A f o r si gn s b as ed o n m an u fa ct u re r ra ti n g o r sp ec if ie d li m it

V A f o r ea ch s iz e an d le n gt h m o d u le s o f w id th o f si gn o n c ir cu it

N ew

C K

T C ab le

C C

R R at in g C

C R

St ea d y b u rn in g Si gn lo ad O th er lo ad s To ta l

Tr an sf o rm e r C ab le

C ab le C al cu la te d

C K

T Ty p e

Si ze

(K V

A

In p u t

(V lig h t lo ad

K V

A

(K V

A

(K V

A

C o n n ec te d Lo ss es

Le n gt h

Lo ss es C

C R lo ad

P er ce n t

N o

(A m p

s) (A

W G

(1

(2

(3

(4

Lo ad

K V

A

(K V

A

(5

(M o r

FT

(K

V A

(6

(K

V A

Lo ad ed

F R

Ta xi w ay D

, A m m o o ld E

F)

6.

7.

2.

1.

0.

4.

1.

0.

6.

.6

J R

Ta xi w ay D

N o rt h o ld J

1& J2

6.

7.

3.

1.

0.

4.

1.

0.

6.

.3

0.

0.

0.

0.

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0.

0.

0.

0.

0.

0.

0.

(1

(2

(3

(4

(5

(6

To d et er m in e K

V A f o r st ea d y b u rn in g lig h ts b y su m m in g n o . o f fi xt u re s] x la m p w at ta ge fo r al l l ig h ts o n c ir cu it . S te ad y b u rn in g lig h ts c an b e ru n w ay e d ge li gh ts , t h re sh o ld /e n d li gh ts , c en te rl in e lig h ts

, t o u ch d o w n z o n e lig h ts , t ax iw ay e d ge li gh ts , a n d a p p ro ac h li gh ts

D e te rm in e

K V

A f o r si gn s b as ed o n m an u fa ct u re r ra ti n g o r sp ec if ie d li m it

V A f o r ea ch s iz e an d le n gt h m o d u le s o f w id th o f si gn o n c ir cu it

O th er lo ad s m ay b e p u ls in g lig h ts s u ch a s R

EI

L.

D e te rm in e

K V

A b as ed o n m an u fa ct u re r d at a fo r ea ch t yp e.

Is o la ti o n t ra n sf o rm e r lo ss es m ay b e es ti m at ed a t o f co n n ec te d lo ad

D e te rm in e ca b le lo ss es b as ed o n c ab le le n gt h a n d m an u fa ct u re r ca b le d at a o n c o n d u ct o r re si st an ce

. L o ss p er u n it le n gt h is t yp ic al ly b as ed o n t h e re la ti o n sh ip I^

2R

W a n d a ss u m ed P

F o f u n it y fo r th e ca b le

. T yp ic al v al u es f o r ca b le lo ss es a re : 3

4V A

M

V A

,0 ft fo r

.6

A c ir cu it s w it h u n co at ed s tr an d ed

A

W G c o n d u ct o r, a n d

V

A

M

6V

A

,0 ft fo r

A c ir cu it s w it h u n co at ed s tr an d ed c o n d u ct o r.

R e p ai r Ta xi w ay D e lt a

Jo in t B as e

C h ar le st o n , C h ar le st o n

, S C

A ir fi el d L ig h ti n g Lo ad T ab u la ti o n

R eg u la to r

(C C

R

(R u n w ay o r Ta xi w ay , e tc

C C

R r at in g m ay b e in

K W

. T o d et er m in e

K V

A , d iv id e kW b y p o w e r fa ct o r (P

F) a n d

C

FR

e ff ic en cy

EF

b as e o n f u ll lo ad

. O b ta in

P F an d

E F fr o m m an u fa ct u r.

B - 29

TAXIWAY LIGHTING

2050 Rev. AL I Manual No. 96A0321

ETES-L

LED Elevated Taxiway Edge Light

MEDIUM-INTENSITY

Compliance with Standards FAA: Designed according to L-861T(L) AC 150/5345-46 (Current Edition) and the FAA Engineering Brief No. 67.

ETL Certifi ed.

ICAO: Annex 14, Vol. 1, para. 5.3.17; 5.3.18 (for photometry) CE: Complies with the requirements of the EMC Directive

2004/108/EC

Uses

FAA L-861T(L) Used to delineate the edges of airport taxiways.

Features

• Average LED life of 100,000 hours under high-intensity condi-tions and more than 180,000 hours under typical operating conditions, resulting in signifi cant reduction or even elimination of ongoing maintenance costs and periodic re-lamping expenses

• The ETES with heater fi xture MTBF is at least 180,000 operating hours.

• UV resistant polycarbonate outer lens option minimizes risk of lens damage if fi xture is knocked over

• 10/15 W and 20/25 W isolation transformers are available for use with ETES fi xtures to match fi xture load for optimal effi ciency (see data sheet 3033). A standard 30/45 W isolation transformer may also be used.

• Rugged low-profi le design reduces damage due to jet blast

• Provides ±4.5° vertical adjustment

• Aluminum casting, stainless steel hardware, and protected with aviation yellow powder coat fi nish. Locking ring is protected with aviation blue powder coat fi nish.

• For additional features common to all of ADB’s elevated LED fi xtures, see data sheet 3043.

Operating Conditions Temperature: -40 °F to +131 °F (-40 °C to +55 °C)

Wind: Withstands wind velocities up to 300 mph (480 kph)

ETES (Glass)

ETES Ordering Code ETES- LED Color 1 = Blue (Glass) 2 = Red (special applications only)1

3 = White (special applications only)1

4 = Green (special applications only)1

5 = Yellow (special applications only)1

6 = Blue (UV-resistant Polycarbonate)

Fixture Height 0 = 14’’ OAH without coupling3

1 = 14” OAH with 1.5-inch coupling, 12 TPI 2 = 24” OAH with 1.5-inch coupling, 12 TPI 3 = 30” OAH with 1.5-inch coupling, 12 TPI 4 = 14” OAH with 2-inch coupling, 11.5 TPI 5 = 24” OAH with 2-inch coupling, 11.5 TPI 6 = 30” OAH with 2-inch coupling, 11.5 TPI 7 = 14” OAH with 2-inch coupling, 11 TPI4

8 = 24” OAH with 2-inch coupling, 11 TPI4

9 = 30” OAH with 2-inch coupling, 11 TPI4

A = No column or frangible coupling, Style 6 cord B = 14” OAH with 1.5-inch slot coupling C = 24” OAH with 1.5-inch slot coupling D = 30” OAH with 1.5-inch slot coupling E = 14” OAH with 1.5” x 2” slot coupling, 11.5 TPI F = 24” OAH with 1.5” x 2” slot coupling, 11.5 TPI G = 30” OAH with 1.5” x 2” slot coupling, 11.5 TPI H = No column or frangible coupling, Style 1 cord L = 14” OAH with 2” coupling, 11.5 TPI, 22” cord set M = 18” OAH with 1.5” x 2” slot coupling, 11.5 TPI N = 18” OAH with 1.5-inch coupling P = 18” OAH with 2-inch coupling, 11.5 TPI Q = 18” OAH with 2-inch coupling, 11 TPI4

S = 20” OAH with 1.5-inch coupling T = 20” OAH with 1.5-inch slot coupling U = 20” OAH with 2-inch coupling, 11 TPI4

V = 20” OAH with 2-inch coupling, 11.5 TPI

Power 1 = Current Driven, 60 Hz 2 = Current Driven, 50 Hz5

3 = 95-264 VAC, 50/60 Hz

Arctic Option 0 = Without arctic option 1 = With arctic option2

Notes 1 Not submitted for ETL testing 2 When powered by a parallel circuit, heater is designed for use at only 120 VAC, +10%, 50/60 Hz 3 Confi guration sold with no column and no coupling 4 Normally used in metric applications 5 Any current-driven 50 Hz option carries the CE Mark

B - 30

Product specifi cations may be subject to change, and specifi cations listed here are not binding.

Confi rm current specifi cations at time of order.

ADB Airfi eld Solutions Leuvensesteenweg 585 B-1930 Zaventem Belgium

Telephone: +32 (0)2 722.17.11 www.adb-air.com

ADB Airfi eld Solutions, LLC 977 Gahanna Parkway Columbus, OH 43230

USA

Telephone: +1 614.861.1304 +1 800.545.4157

© ADB Airfi eld Solutions All rights reserved

2050 Rev. AL I Manual No. 96A0321

TAXIWAY LIGHTING ETES-L I LED Elevated Taxiway Edge Light

Spare Components Description Part No.

Column for 14” OAH, 1.5-inch coupling 62A0007-3 Column for 14” OAH, 2-inch coupling 62A0007-2 Column for 24” OAH 62A0007-13 Column for 30” OAH 62A0007-19 Cord set, L-823 3-pin, male, 95-264 VAC 73A0144-31 Cord set, L-823 3-pin, female, 95-264 VAC 73A0145-12 Cord set, L-823, 2-pin, Style 6, current driven 73A0136-31 (without terminal) Cord set assembly, current driven, 14” OAH 44A6835-14 Cord set assembly, current driven, 24” OAH 44A6835-24 Cord set assembly, current driven, 30” OAH 44A6835-30 Frangible coupling, 1.5 inch, 12 TPI 62B0073 Frangible coupling, 1.5 inch, 12 TPI, with slot* 62B0461 Frangible reducer coupling, 2-1 inch, 11.5 TPI 61A0281 Frangible reducer coupling, 2-1 inch, 11 TPI 61A0350 Gasket, lens bearing 63A1048 Glassware, blue 63A1054-1 Glassware, red 63A1054-2 Glassware, yellow 63A1054-3 Glassware, green 63A1054-5 Glassware, white 63A1117-W Glassware assembly, blue 44A6334 Glassware assembly, red 44A6334-1 Glassware assembly, yellow 44A6334-3 Glassware assembly, white 44A6334-4 Glassware assembly, green 44A6334-10 Lens (UV resistant polycarbonate), blue 63A1088-B Lens assembly, blue (UV-resist. polycarbonate) 44A6334-6 Terminal, 90º, for cord set 70A0714

* Slot across threaded end allows easy replacement of broken frangible coupling

Electrical Supply

Current Driven

6.6 A through an L-830-1 (for 60 Hz) or L-831-1 (for 50 Hz) isola-tion transformer. ETES LED lights have been designed to work with any IEC or FAA-compliant transformer up to 100 W without affecting performance or lifetime of the light or the transformer.

For new ETES without heater installations, L-830-16 (10/15 W) isolation transformers are available to match fi xture load for optimal effi ciency (See data sheet 3033 for more details).

For new ETES with heater installations, L-830-17 (20/25 W) isola-tion transformers are available to match fi xture load for optimal effi ciency. (See data sheet 3033 for more details).

ETES w/ heater

Fixture Load

Isolation Transfmr.

Isol. XF Load CCR Load

Off 12 VA 20/25 W 7.5 VA 19.5 VA

Off 12 VA 30/45 W 8.4 VA 20.4 VA

On 25 VA 20/25 W 7.5 VA 32.5 VA

On 25 VA 30/45 W 9 VA 34 VA

ETES w/out heater

Fixture Load

Isolation Transfmr.

Isol. XF Load CCR Load

Off 12 VA 10/15 W 3 VA 15 VA

Off 12 VA 30/45 W 8.4 VA 20.4 VA

Voltage Driven

Input voltage: 95 VAC (min.) - 264 VAC (max.), 50/60 Hz Maximum input power (w/out heater): 10.2 VA Maximum input power (w/heater): 25.2 VA at 120 VAC

Packaging

Assembled Fixtures

Dimensions of Cartons Indiv.

Weight*Individual in (cm) 12/Box in (cm)

14-inch OAH 6.5 x 6.5 x 20.5 (16.5 x 16.5 x 52)

16.5 x 21 x 20.5 (41.9 x 53.3 x 52)

2.75 lb

1.25 kg

24-inch OAH 6.5 x 6.5 x 31 (16.5 x 16.5 x 79)

16.5 x 21 x 33.5 (41.9 x 53.3 x 85)

4 lb

1.81 kg

30-inch OAH 6.5 x 6.5 x 37 (16.5 x 16.5 x 94)

16.5 x 21 x 39 (41.9 x 53.3 x 99)

4.75 lb

2.15 kg

* Weight based on unpackaged ETES with arctic option.

Energy Cost Savings One (1) watt LED light source combined with effi cient electronics results in signifi cant energy cost reductions.

Isolation Transformer

LED Fixture Load*

Incand./Tungsten Halogen Load

Energy Savings

ETES with heater on, current driven

20/25 W or 25 VA 45 W 1.8 times

30/45 W 25 VA - -

ETES with heater off, current driven

20/25 W or 12 VA 45 W 3.7 times

30/45 W 12 VA - -

* Fixture load does not include isolation transformer load.

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TAXIWAY LIGHTING

2060 Rev. AA I Manual No. 96A0338

ITEL-L

LED In-pavement Taxiway Edge Light

STYLE 3, MEDIUM-INTENSITY

Compliance with Standards FAA: L-852T(L) AC 150/5345-46 (Current Edition) and the FAA Engineering Brief No. 67. ETL Certifi ed.

ICAO: Annex 14, Vol. I, Ed. 6, para. 5.3.18.

CE: Complies with the requirement of the EMC Directive

2004/108/EC.

Uses

FAA L-852T(L) • Taxiway edge

• Heliports

Features

• Low wattage: Single LED with only 19.5 VA fi xture load on a

30/45 W isolation transformer on highest step, making the L-852T(L) LED more than twice as effi cient as traditional 45 W fi xtures

• Average LED life of 100,000 hours under high-intensity condi-tions and more than 200,000 hours under typical operating conditions, resulting in signifi cant reduction or even elimination of ongoing maintenance costs and periodic re-lamping expenses

• FAA Style 3–Low protrusion above ground of ≤0.25 inch reduces vibrations caused by aircraft landing gear in both the light fi xture and the landing gear, increasing lamp life

• Can be installed on existing 6.6 A or 20 A series circuits with no modifi cations to existing CCR or isolation transformer

• Operates on either 3- or 5-step ferroresonant or thyristor CCRs designed in compliance with IEC or FAA requirements

• Thermostatically controlled heater (U.S. Patent 7192155 B2) cycles on and off when temperature drops below freezing, reducing overall energy consumption

• Very low power rating for LED lights contributes to a lower life cycle cost. Limits cost for supporting equipment such as isola-tion transformers and CCRs to strict minimum.

• LED photometric performance will be maintained longer due to a cleaner lens. The lower temperature of the lens prevents the “baking effect” that causes contaminants to stick to the surface of the lens.

• When quartz-incandescent fi xtures are replaced with LED fi x-tures, airport staff can add more lights without increasing CCR size

• “Smart electronics” control current to LED, so light output matches existing incandescent fi xtures at all brightness levels without sacrifi cing any light characteristics. Actual light out-put is determined based on a continuous light output curve.

Therefore, light output truly represents input current, even if series circuit input current is not within FAA specifi cation limits.

Allows for a low cost and progressive evolution of the airfi eld lighting toward new LED-based technology.

• Offers longer maintenance intervals and requires fewer spare parts, resulting in lower life cycle costs

Features (Continued)

• Designed and built with simplicity and ease of maintenance in mind

• Fixture is available in fi ve formats:

- 8-inch fi xture with an L-868B adapter ring or snow plow ring for an 11.25-inch bolt circle

- 8-inch fi xture with an L-867B adapter ring for a 10.25-inch bolt circle, bottom mounted

- 12-inch fi xture for 11.25-inch L-868B bolt circle

- 12-inch fi xture for 10.25-inch L-867B bolt circle

- 8-inch fi xture with an 11-inch adapter ring and an 8.875-inch bolt circle

• Monitoring option is available that provides a contact closure via a separate cable in case of LED or internal PCB failure. This allows external monitoring equipment to report the status and failure location of each fi xture.

• Fixture uses aluminum alloy cover, inner cover, and optical assembly, stainless steel hardware, and a hardened optical glass lens

Ordering Code ITEL- LED Color 8 = Yellow 9 = White A = Green B = Red C = L-852T(L) Aviation Blue1

Mounting 1 = 12-inch fi xture for standard L-868B light base1

2 = 12-inch fi xture for standard L-867B light base1

3 = 8-inch fi xture for ICAO light base 4 = 8-inch fi xture with L-868B adapter ring 6 = 8-inch fi xture with L-867B adapter ring, bottom mounted 7 = 8-inch fi xture with L868B snow plow ring 8 = 8-inch fi xture with 11-inch adapter ring

Power 1 = 60 Hz1

2 = 50 Hz2

3 = 60 Hz with monitoring 4 = 50 Hz with monitoring2

Arctic Option 0 = Without arctic option 1 = With arctic option

Notes 1 ETL Certifi ed 2 Any 50 Hz option carries the CE Mark and specifi cations listed here are not binding.

Confi rm current specifi cations at time of order.

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ADB Airfi eld Solutions Leuvensesteenweg 585 B-1930 Zaventem Belgium

Telephone: +32 (0)2 722.17.11…