Appendix_K_Jan_2003.pdf

Southwestern Division

Architectural and Engineering Instructions Manual (AEIM)

January 2003

US Army Corps of Engineers Southwestern Division Architectural and Engineering Instruction Manual 2002 Edition

TABLE OF CONTENTS *

Chapter I - GENERAL

Chapter II - CIVIL **

Chapter III - ARCHITECTURAL

Chapter IV - STRUCTURAL **

Chapter V - MECHANICAL **

Chapter VI - ELECTRICAL **

Chapter VII - SPECIFICATIONS

Chapter VIII - DRAWINGS **

Chapter IX - DESIGN ANALYSIS

Chapter X - COST ENGINEERING GUIDE FOR

MILITARY CONSTRUCTION

Chapter XI - DESIGN SUBMITTAL REQUIREMENTS

Chapter XII - ENVIRONMENTAL

Chapter XIII - GEOTECHNICAL

NOTES:

* A Table Of Contents is in each chapter.

** Chapters with Appendices containing plates. A Table Of Contents for plates is in each appendix.

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CHAPTER I

GENERAL

TABLE OF CONTENTS

1. PURPOSE

1.1 Scope

1.2 Application

2. GENERAL

3. METRIC UNITS

4. DESIGN POLICY

4.1 Reference

4.2 HQUSACE Design Policy

4.3 CESWD Design Policy

4.4 Programming and Budgeting

4.5 Design-Bid-Build with A-E's as Design Agents

4.6 Design-Build with a single Contractor

5. PROJECT CRITERIA

5.1 Functional Criteria

5.2 Economic Criteria

5.3 Environmental Criteria

5.4 Technical Criteria

6. TYPES OF DESIGN

6.1 New Design

6.2 Site Adapted Designs

6.3 Standard Designs

6.4 DA Standard Designs

6.5 Renovation Projects and Additions

7. SPECIAL INSTRUCTIONS

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CHAPTER I

GENERAL

1. PURPOSE: The purpose of the Architectural and Engineering Instruction Manual (AEIM) is to provide general design guidance to Architect Engineers (A-E’s) working as design agents providing services, designs, construction drawings and specifications pursuant to a contract with Corps of Engineers District Offices located in the Southwestern Division. These Instructions are written for the purpose of assisting designers in the preparation of design documents for military construction and, in as far as is applicable, for civil works construction. The AEIM format is for design using design-bid-build acquisition method as defined in paragraph 4.5 of this chapter. Design guidance in the AEIM is also generally applicable to District design performed by "in-house" Corps of Engineers designers. Technical criteria are also applicable as required by the project Request for Proposal (RFP) for design accomplished under the design-build method as defined in paragraph 4.6 of this chapter. A project RFP may include Performance and/or Prescriptive specifications which allow/require technical criteria that do not follow usual Corps of Engineers design-bid-build criteria. The submittal procedures covered in the AEIM generally do not apply to design-build, except as required by the RFP.

1.1 Scope: AEIM contents are limited in scope to technical

rather than management aspects of design. Not included in this document are such subjects as: project design management, progress milestones and scheduling, quality control/assurance (except as noted in paragraph 4.3 of this chapter), review procedures, value engineering, handling of classified information, and other procedural/managerial types of instructions and requirements for military design.

Contractual requirements for these and other subjects are in Appendix "A", Scope of Services, to the standard contract for Architect Engineer design services.

1.2 Application: These instructions apply to the

Southwestern Division District Offices and Architect-Engineers working as independent contractors for the Corps of Engineers.

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2. GENERAL. This chapter covers general design policy, criteria, and types of design. Specific policy and criteria are covered in other AEIM chapters for each major design discipline that typically participates in a project design and in chapters addressing requirements for drawings, specifications, design analyses, and other documents typically produced during the design process.

3. METRIC UNITS used throughout this document are the International System of Units (SI) adopted by the U.S.

Government. New construction and products that are manufactured to metric dimensions or have an industry recognized metric designation are given in hard metric SI values. In other cases both metric SI units and English inch-pound (I-P) measurement is indicated by a SI value followed by the I-P value in parenthesis. The SI value is a mathematical approximation of the I-P value and the I-P value shall govern over the metric measurement. In general, text metric units are in meters for numbers larger than one meter and millimeters for numbers smaller than a meter. On the plates, dimensions of plans, sections, details, member sizes, etc. are in millimeters except as noted.

4. DESIGN POLICY. Policies are published in various documents including Engineering Regulations (ER), Army Regulations (AR), Public Laws, Executive Orders, Design Guides (DG), Department of Defense Directives, Policy Memoranda, Engineering Technical Letters (ETL), Unified Facilities Criteria (UFC), and others. Most of those applicable to the Corps of Engineers Army MILCON program are available through the Internet at http://www.usace.army.mil/techinfo/engpubs.htm. To get Air Force Manuals, Technical Letters, and Pamphlets the best source is the CCB at http://www.ccb.org. Some AF guidance is available from the Air Force Publications web site at http://www.afcee.af.mil/Publications/ETLs/defalt.html. AF Design Guides are available at http://www,afcee,brooks.af.mil/.

4.1 Reference: References listed below are basic policy

documents and others are referenced in other AEIM chapters.

4.1.1 ER 1110-345-100. Design Policy for Military

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Construction.

4.1.2 Military Handbook MIL-HDBK 1190, for Air Force

designs.

4.1.3 ER 1110-1-12. USACE Engineering and Construction

Quality Management.

4.1.4 Architectural and Engineering Instructions(AEI). Cost

Control During Design (Design-To-Cost)

4.1.5 EC 2002-6. Metric Design Policy

4.1.6 UFC 1-200-01. Design: Design General Building

Requirements

4.2 Headquarters, U.S. Army Corps of Engineers (HQUSACE)

design policy is established by ER 1110-345-100, Design Policy for Military Construction. Directives and accompanying program/project data will be issued through HQUSACE to respective regional Division Commanders. Except for standard designs and elements of medical and housing programs, the design responsibilities of HQUSACE are delegated to Division and District Commanders.

4.2.1 U.S Army Corps of Engineers Metric Design Policy.

Projects shall be designed, and plans and specifications shall use the metric system of measurement. Metric design policy is in EC 2002-6, requirements for use in the design and for drawings are addressed in ER 1110-345-700, and Corps of Engineers Guide Specification UFGS Section 01415, Metric Measurements, covers the requirements for metric measurements in project specifications. EIRS Bulletin No. 97-01 gives additional guidance on use of metric products.

Additions/modifications to existing facilities may be in the English system of units to match the units used in the original facility construction if directed by the supervising district.

4.3 Southwestern Division design policy is based upon the

above references and standards that have been adopted based on lessons learned and good engineering practice. The CESWD staff (CESWD-MTE) implements design provisions referenced above as applicable within the region.

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4.3.1 District staffs perform all the technical requirements

for each phase of design for "in-house" project designs from the earliest design submittal thorough final contract drawings. Districts are responsible for establishing and executing Quality Management Plan (QMP) and project design Quality Control Plans (QCP), including independent technical review, for projects designed by their staff. ER 1110-1-12 and District Standard Operating Procedures contain requirements for QMP and QCP.

4.3.2 Architect-Engineer (A-E) as contract design agents

perform design services for work contained in the Scope of Work in the A-E design contract. The A-E is responsible for providing and executing a Design Quality Control Plan (QCP) for their design. The QCP shall be submitted with the fee proposal. Key components of a QCP are given in ER 1110-1-12 and District Standard Operating Procedures available from the District Technical Leader (TL). The A-E shall include in the QCP a time-scaled bar chart or Critical Path Method design schedule showing the sequence of events involved in performing tasks to accomplish the design within the specified time period. The supervising district will serve in a consultative capacity in accordance with the A-E Scope of Work and A-E Contract for A-E project designs providing guidance on technical project criteria and resolution of technical issues involving criteria. The supervising district will perform Quality Assurance to verify that the A- E produces a quality design within the established schedule and budget.

4.3.3 Southwestern Division staff will execute Quality

Assurance to assure that quality designs are being accomplished for designs performed by district "in-house" personnel. The Southwestern Division issues regional design criteria and serves in a technical consultative capacity when requested.

4.4 Programming and Budgeting. Using services prepares (or

contracts for preparation of) the basic programming and budgeting documents for congressional funding and authorization of the construction project. These documents describe the general functional requirements for the project and provide a basis for funding. These documents are to be reviewed for adequacy by the district prior to issue to the design A-E. Although the design agent has the responsibility for the preparation of their design, the Using Services have

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4.5 Design-Bid-Build with A-E’s as design agents. A-E’s as

design agents under Title I provide design services to the contracting officer for timely completion of a quality design. Basic responsibilities are set forth in Appendix "A" to the A-E design contract. General guidance is presented in the references in paragraph 4 above, and this manual, the AEIM, covers regional design procedures. Specific criteria will be covered by project design and engineering instructions and project criteria as discussed in paragraph 5 below.

4.6 Design-Build with a single contractor. The design-build

acquisition method uses a single contractor to perform both design and construction. Basic design-build responsibilities for this method are in ER 1180-1-9, Design-Build Contracting, the document Design Build Instructions (DBI) For Military Construction and UFC 4-721-11.1 Unaccompanied Enlisted Personnel Housing (UEPH) Complexes. The Request For Proposals (RFP) for the project will include project criteria including submittal requirements and functional and design technical performance criteria in accordance with TI 800-03, Technical Requirements for Design-Build. Specific A-E’s responsibilities, when developing a RFP, shall be defined in the A-E design contact for the project and through coordination with district Technical Leader (TL) for the district supervising the contract for the project. The following guide specifications have been updated to contain options for Design-Build contracting.

UFGS-01320A “Project Schedule” UFGS-01330 “Submittal requirements” UFGS-01451A “Contractor Quality Control”

5. PROJECT CRITERIA. The following forms of criteria will be used. Project criteria will be made available through the assigned district Technical Leader (TL) or obtained by the A- E from the Internet.

5.1 Functional Criteria are established by the Using

Service and may be furnished in the form of a DD Form 1391.

If the project design has proceeded beyond the initial design phase then submittals such as Charratte documentation

I- 6 brochures are available. The Using Service and District Project Manager shall assure that sufficient data is furnished concerning personnel capacities and occupancies, operational requirements, access and clearances, life safety and future expansion prior to initial pre-design or site conference. Subsequent to the initial conference, the design agent or A-E shall confirm any missing or questionable data by discipline to expediently proceed with design. Basic space allowances and operational standards are outlined in the references given in paragraph 4 above.

5.2 Economic Criteria include both program authorization

(project cost limitation) and scope allowance (space limitation) which will be set forth in the funding documents, Project Description and Scope approved by Congress and/or project design or engineering instructions. It is the A-Es responsibility to design the project within these limitations or report to the TL as early as practicable that the project cannot be designed within the authorized program and scope limitations.

5.3 Environmental Criteria may be included in the DD Form

1391, however, it is the designer's responsibility to confirm and complete this criteria at the Pre-Design Conference and/or site investigations and to establish any natural, physical or social conditions which would affect the design and to present the design response to such conditions in the project design analysis. Additional guidance on environmental criteria is in Chapters IX and XII in this AEIM.

5.4 Technical Criteria for specific design subjects are the

responsibility of the design agency and shall be furnished by the TL for the project in the form of AEIM and CESWD Criteria Letters. The AEIM has a chapter giving design guidance for each major design discipline as follows: Civil Chapter II, Architectural Chapter III, Structural Chapter IV, Mechanical Chapter V, Electrical Chapter VI, Geotechnical Chapter XIII, with additional criteria in Chapter IX. Tri-Service Unified Facilities Criteria Technical criteria (UFC) should be used when available. UFC 1-200-01 references IBC and other government and nongovernment standards and criteria as a basis for design criteria. When UFC criteria is not available, HQUSACE Technical Manuals (TMs), Engineering Instructions (EI), Technical Instructions (TI) and Engineering Technical letters (ETL) should be used. These can

I- 7 be obtained from the Internet at http://www.usace.army.mil/techinfo/egpubs.htm. If additional technical criteria or documents are needed, the A-E shall request the information from the District TL.

6. TYPES OF DESIGN. Project Criteria will direct use of varying levels of developed design documents to be used for project economy and standardization as follows:

6.1 New Design shall normally be based upon DD Form 1391, Charratte documentation brochures, if one was conducted or documents providing budgetary and programming data. This data is generally developed for project cost estimates (PCE) for funding and establishing general functional relationships for project authorization. Since these documents normally require comprehensive development, designers shall confirm design parameters and design flexibility.

6.2 Site Adapted Designs are actual as-built project

documents and field standards to be utilized for project design. It should be recognized that most site-adapt documents furnished for project design will require various levels of design development to meet regional, local and project conditions. The use of these documents may range from basic definitive layouts to complete working documents for construction. The A-E contract or project documents shall, therefore, specify the level of site-adaptation expected and explicitly set-forth special design latitude for revising the documents. Where the site-adapted design conflicts with environmental design conditions and sound architectural and engineering practice, the designer shall present recommendations for modifications required to the supervising district Technical Leader for approval action.

Refer to the Drafting Chapter for revisions to title blocks.

6.3 Standard Designs are national and regional repetitive

project documents which are to be utilized as completely as practicable for project design conditions. Analyses of foundations, structural and mechanical systems are normally authorized. Revisions and deviations beyond these shall be reported and submitted for approval through the Technical Leader in the supervising district, to HQUSACE.

6.4 DA Standard Designs essentially consist of standard

floor plans, typical building sections and special site

I- 8 requirements, without any detailed design developed. Designs are at about the 10% stage. These designs are developed in accordance with ER 15-1-25, USACE Facilities Standardization Committee. Standard design packages are available for about 13 different Army facilities with about 15 others under development. Use of these standards for Army projects is mandatory and will be required by the DD 1391 form. When required, the A-E should request the Standard from the Technical Leader in the supervising district. Deviations from these standards are not permitted without waiver approval.

6.5 Renovation Projects and Additions to existing

construction are the most difficult to assess for funding and design. Therefore, it is very important for the designer to make thorough site investigations and evaluate project criteria. Establishing the amount of renovation and additional new construction to achieve the optimum balance of improvements at the pre-concept stage requires careful design and construction coordination.

7. SPECIAL INSTRUCTIONS. A-E contract documents may emphasize significant items directly pertinent to the project or which require special attention for design quality and review coordination. Essential instructions are provided in this manual.

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CHAPTER II

CIVIL

Table of Contents

1. PURPOSE

1.1 Metrication

2. DESIGN CRITERIA

2.1 Site Design

2.1.1 Reference

2.1.2 Building Siting

2.1.3 Roads, Streets, Access Drives, and Parking

Areas

2.1.4 Walks

2.2 Grading

2.2.1 Reference

2.2.2 Finished Floor Elevations

2.2.3 Turfed Areas

2.2.4 Roads, Streets, Access Drives, Parking

Areas, and Walks

2.2.5 Special Facilities

2.2.6 Finish Grade Contours & Spot Elevations

2.3 Pavement

2.3.1 Reference

2.3.2 Design

2.4 Storm Drainage

2.4.1 Reference

2.4.2 General

2.4.3 Determination of Rainfall Runoff

2.4.4 Drainage Systems

2.5 Outside Utility Systems

2.5.1 Reference

2.5.2 General

2.5.3 Locations

2.5.4 Water Distribution

2.5.5 Sanitary Sewers

2.5.6 Gas Distribution

2.5.7 Aircraft and Automotive Fuel Supply and

Distribution

2.5.8 Oil-Water Separators

2.5.9 Corrosion Control

2.5.10 Materials

2.6 Fencing

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2.6.1 Reference

2.6.2 Requirements

2.7 Railroads

2.7.1 Reference

2.7.2 General

2.8 Turf and Landscaping

2.8.1 Reference

2.8.2 General

2.8.3 Design

APPENDIX A - Plates of Standard Details, Criteria Illustrations, and Storm Drainage Design Aids

APPENDIX B - Design Checklist - Civil

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CIVIL

1. PURPOSE: The purpose of this chapter is to provide information that will clarify and supplement standard criteria and design guidance for the site development aspects of military facilities. The information in this chapter is intended to facilitate efficient preparation and review of designs, ensure uniform and consistent presentation of designs, and minimize or eliminate repetitive design deficiencies. Special instructions will be issued for the design of family housing projects.

1.1 METRICATION: The metric units used are the

International System of Units (SI) adopted by the U.S.

Government as described in Chapter I, paragraphs 3 and

4.2.1. On the plates in this chapter, dimensions are in

millimeters except meters are used for typical site layouts for building location, streets, parking, service drives, etc.

1.1.1 Concrete Reinforcement. This document uses metric

concrete reinforcement designations conforming to the ASTM A635M-98 SI system.

1.1.2 Pipe Sizes. This document uses both SI and I-P units

for pipes. There are some commercial metric pipes available in the market, and the designer should specify the use of hard metric pipe where it is suitable for the project.

1.1.3 Since many storm drainage criteria references and

methods have not been converted to metric, design computations may continue to be performed in I-P units with the results presented with dual I-P and SI values. Useful metric conversion factors are as follows:

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Metric Conversions

From English I-P To Metric SI Multiply by

Acre Square Kilometer 0.00405 Acre Hectare 0.405 Square Mile Square Kilometer 2.590 Cubic Feet per Second Cubic Meters per Second 0.0283 Feet per Second Meters per Second 0.3048 Acre-Foot Cubic Meter 1233.489 Inch Millimeter 25.4 Inch per Hour Millimeters per Hour 25.4

2. DESIGN CRITERIA:

2.1 Site Design: Separate drawings shall be provided for

the following site development items: Demolition, Site Layout, Grading including storm drainage structures, Site Utilities, and Turfing and Landscaping. Complete design calculations necessary for that stage of development of the submittal shall be included in the design analysis for site development items such as storm drainage, storm drainage structures and all outside utilities except electrical which should be included in the electrical design analysis.

Horizontal and vertical control shall be provided for all new facilities.

2.1.1 Reference:

2.1.1.1 TI 800-01, Design Criteria.

2.1.1.2 MIL-HDBK 1190, Facility Planning and Design Guide.

2.1.1.3 TM 5-803-5, Installation Design.

2.1.1.4 MIL-HDBK-1008C, Fire Protection for Facilities.

2.1.1.5 TM 5-822-2, General Provisions and Geometric Design

for Roads, Streets, Walks, and Open Storage Areas.

2.1.1.6 Uniform Federal Accessibility Standards, Federal

Register.

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2.1.1.7 Americans with Disabilities Act Guidelines

2.1.1.8 TM 5-803-14, Site Planning and Design

2.1.1.9 UFC 4-010-01, DoD Minimum Antiterrorism Standards

For Buildings

2.1.1.10 UFC 4-010-02, DoD Security Engineering Manual

2.1.1.11 UFC 4-010-10, DoD Minimum Antiterrorism Standoff

Distances for Buildings

2.1.2 Building Siting:

2.1.2.1 Building Orientation: Normally, in this

Southwestern area, layouts should emphasize orienting buildings to minimize effects of summer solar heat load and to take advantage of the summer prevailing breeze, where feasible, without excessive costs for grading, roads, drainage, landscaping, or other features.

2.1.2.2 Building Setback: Whenever a larger distance is

not required for Force Protection, one-story buildings usually will be located at least 15 meter from the centerline of 7 meter to 8.5 meter wide streets. A setback of 21 meter to 30 meter should be provided for wider streets and for larger and taller structures or to resolve topographic grading limitations. Where a permanent building line has been established, it will usually be maintained.

2.1.2.3 Force Protection: The site should be laid out

based on the facility threat security level to protect against exterior attack by providing standoff distance between an aggressor or bomb, barriers, and to facilitate visual monitoring of the site. See requirements in UFC 4- 010-01, UFC 4-010-02 and UFC 4-010-10.

2.1.2.4 Building Spacing: Space between structures will

provide open areas in accordance with good land-use planning and due consideration of future development plans that will provide an appropriate environment commensurate with the importance of the facility. Fire clearance separations will be maintained in accordance with MIL-HDBK-1008C (Army) or MIL-HDBK-1190 (Air Force). Early in project design (10%), verify that fire clearances and access for equipment is acceptable to the installation (fire chief). Separation for

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buildings shall conform with force protection requirements in UFC 4-010-01.

2.1.3 Roads, Streets, Access Drives, and Parking Areas:

2.1.3.1 Geometric Features:. Geometric design of all

roads, streets, access drives, and parking areas shall conform to applicable portions of TM 5-803-5, TM 5-803-14, TM 5-822-2, TI 800-01, TM 5-853-2, TM 5-853-3, and the applicable standard detail plates and drawings included in this chapter. Also verify with the local instillation that access for fire equipment is adequate. Access drives, service drives, and entrances to parking areas will not be directly from Class A, B, and C streets unless otherwise unavoidable. Radii, to back of curb, for intersections are standardized as follows for design:

Primary and Secondary Intersection 9 meters

Tertiary intersections (including residential streets) 6 meters

Special:

Access drives at end parking space 1.5 meters

Curb return at residential driveway 1.5 meters

2.1.3.1.1 Parking: Parking allocations, when not set by

the Using Agency, shall comply with the USACE AEI. Handicap parking allocations shall comply with the Uniform Federal Accessibility Standards. Perimeter concrete curbs and gutters will normally be provided for all parking areas and access drives in built-up areas. In remote or little used areas, concrete curbs and gutters will be used only when required to control drainage. Where flexible pavements are used, removable prefabricated reinforced concrete wheel stops, as approved, may be used. Wheel stops may be used around the perimeter of flexible paved parking areas for the following or similar facilities:

USAR military equipment parks.

Outlying training areas such as field stations and range facilities.

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Industrial facilities such as warehouses, shops, motor parks, technical facilities and storage areas.

2.1.3.1.2 Service Drives: Service drive design should be

as simple as criteria, function, and location justify.

Width of drives to unloading ramps or docks for usual types of trucks or tractor trailers are:

Trucks, SU = 3.6 meters

Semi-trailers, C43 to C50 = 4.8 meters

2.1.3.1.3 Pavement at Loading Platforms: The minimum paved

area depth in front of loading platforms at warehouses and storage facilities shall be as follows:

For van-type (SU) trucks = 20 meters, including street width.

For semi-trailer, (C43 to C50) = 26 meters, including street width (Depots = 29 meters)

The first 6 meters adjacent to the platform shall be concrete.

2.1.3.1.4 Pavement at POL Facilities: Concrete pavement at

least 4.5 meters wide shall be provided adjacent to fill stands. Prevent fuel spillage from entering either the underground storm or sanitary sewer systems, or from being impounded within 30 meters of any structure.

2.1.3.1.5 Access Roads at Ammunition Storage Areas:

Primary access roads at ammunition storage areas shall be

6.7 meters wide. Service roads within the storage area shall be 5.5 meters wide.

2.1.3.1.6 Pavement at Dumpster Pads: The first 4.5 meters

of pavement adjacent to dumpster pads shall be concrete.

2.1.4 Walks:

2.1.4.1 General: Provide an ample functional system of

walks connecting structures, operational areas, parking areas, streets and other walks as pedestrian traffic demands. The location and width will give full

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consideration to the master plan future development. Design of pedestrian walks shall be in compliance with TM 5-803-5, TM 5-803-14, TM 5-822-2, and criteria presented herein.

Walks subject to use by the physically handicapped shall meet the requirements of the Uniform Federal Accessibility Standards.

2.1.4.1.1 Location: Walks paralleling buildings will be

located beyond the eave drip line and at least 1.5 meter from the foundation. Walks paralleling parking areas will be at least 1.8 meter wide, and will abut the back of the curb.

2.1.4.1.2 Width: Minimum walk width will be 1.2 meter with

600 mm incremental increases as required to accommodate pedestrian traffic. Building entrance walk widths will be appropriate for the building entrance design. The following table is for general guidance in selecting the appropriate walk width for selected facilities.

TABLE I

Facility Width of Walk

Secondary Main 1/ Entrance 1/ Entrance or Exit 2/ Collection Service Barracks 2.00m 1.25m 2.00m 4/ 1.25m BOQ 2.00m 1.25m 2.00m 1.25m Mess 2.50-3.75m 3/ 1.25m 2.00-2.50m 1.25m Theaters 3.00-3.75m 3/ 2.00m 2.00-2.50m 1.25m Clubs 2.50-3.00m 3/ 2.00m 2.00m 1.25m Hospitals 2.50-3.00m 3/ 2.00m 2.00-2.50m 1.25m Chapels 2.50-3.00m 3/ 2.00m 1.25m 1.25m Family Housing 1.25m 1.25m 2.00m 1.25m Administrative 2.00m 1.25m 2.00m 1.25m

NOTE:

1/ Widen near building to equal width of building entry way, steps, platform, etc.

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2/ Provide no walks to emergency (fire) exists.

3/ For short distance near buildings.

4/ When serving over 1,000 men, see TM 5-822-2, paragraph 3.4.4, for increased width.

2.1.4.1.3 Construction: Walks shall be constructed of

concrete unless otherwise directed. Construction details shall comply with the standard detail plates included in this chapter.

2.1.4.1.4 Special Walks: A Troop formation walk 3 meters

wide and 18 meters long per 100 men will be provided near each dormitory (preferably in front). The length may be increased for short distances to reach a nearby walk intersection.

2.2 Grading:

2.2.1 Reference:

2.2.1.1 TI 800-01, Design Criteria

2.2.1.2 TM 5-822-2, General Provisions for Geometric Design

for Roads, Streets, Walks and 0pen Storage Areas.

2.2.1.3 TM 5-803-7, Civil Engineering Programming Airfield

and Heliport Planning Criteria.

2.2.1.4 Not Used

2.2.1.5 TM 5-803-5, Installation Design.

2.2.1.6 Uniform Federal Accessibility Standards, Federal

Register.

2.2.2 Finished Floor Elevations: The establishment of a

building's finished floor elevation shall be based on subjective as well as objective judgments. On many projects, the preservation of existing trees, natural ground forms, and drainage patterns is of prime importance.

Normally, the finished floor elevation will be primarily determined on the basis of economics, considering the type of foundation, crawl space vents, building space, access for vehicles and handicapped personnel, elevations of sewer

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mains and storm drainage receptor, existing and future adjoining facilities, access to borrow and waste areas, flood profiles, and the site's geology as well as its topography. A building's finished floor elevation will be a minimum of 300mm above the highest point of the adjacent outside finished grade, unless there is an overriding technical reason to deviate. Where adequately protected from any localized storm drainage flows, the finished floor elevation of family housing and buildings surrounded by pavement may be set a minimum of 200mm above outside finished grade. The finished grade will be sloped at 5 percent for the first 3 meter away from the building.

2.2.3 Turfed Areas:

2.2.3.1 Adjacent to Building: Outside finished grade will

slope away from the building at a 5% grade for the first 3 meters. The 5% grade should be extended to 6 to 9 meters in areas with highly expansive soil. When site conditions require the use of steep slopes near buildings, a berm a minimum of 2 meters wide at a 5% grade will be provided adjacent to the building. These requirements should be indicated on the grading plan with critical spot elevations.

Where the adjacent outside grade is brought above the building floor level for energy conservation, aesthetic, or economic reasons, the outside finished grade shall slope down from the wall line at a 20% minimum grade for at least

1.5 meter, and a maximum grade of 25%.

2.2.3.2 Lawn Areas: Lawn areas 3 meters beyond the

building line) shall have a 2% minimum slope and a desirable maximum slope of 25%. If it becomes necessary to use slopes steeper than 25% slope protection shall be provided. The type and amount of slope protection provided shall be based on the soil type, slope length, and aesthetic, environmental, and economic considerations.

2.2.3.3 Ditches and Swales: The preferred minimum

longitudinal ditch or swale gradient is 0.5 percent with an absolute minimum of 0.3%. Side slopes on ditches or swales will be no steeper than l vertical on 2-1/2 horizontal.

Steeper slopes shall be paved.

2.2.4 Roads, Streets, Access Drives, Parking Areas and

Walks:

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2.2.4.1 Roads, Streets, and Access Drives: Gradients for

roads, streets and access drives shall be as outlined in TM 5-803-14 and TM 5-822-2. Grade changes in excess of 1% will be accomplished by means of vertical curves. The length of vertical curves will be determined in accordance with TM 5- 803-14, and TM 5-822-2. Profiles are mandatory for vertical control of centerline gradients. Roads, streets and highways will normally be shown by the use of half-plan/half-profile type drawings.

2.2.4.2 Parking Areas: Pavement grades shall provide

positive surface drainage with a 1% minimum slope in the direction of drainage. Slope grade in direction of parking 1-1/2% maximum for 90 degree parking, 1% maximum for 60 and 40 degree parking. Slope grade perpendicular to direction of parking 5% maximum for bituminous or concrete surfaces and 3% for other surfaces.

2.2.4.3 Walks: The grade of walks will be in accordance

with TM 5-803-14. Steps in walks should be avoided, but when used shall be in compliance with TM 5-822-2. Walks and ramps serving facilities that are to be accessible to and usable by the physically handicapped shall meet the requirements of the Uniform Federal Accessibility Standards.

2.2.5 Special Facilities:

2.2.5.1 Airfields: Gradients shall be as specified in

TM-803-7.

2.2.5.2 Fuel Loading/Unloading Facilities: Gradients shall

be in accordance with NFPA.

2.2.6 Finish Grade Contours and Spot Elevations: Finish

grade contours at 0.25 meter intervals and spot elevations shall be provided to construct all site development features to elevations within the above grading criteria and tolerances as specified in the guide specifications. Spot elevations on the drawings should be sufficient so that interpolation between contours is not required for structures, grading or paved areas; some examples are:

corners of paved areas, low points, high points, flow lines of swales or ditches, changes in degree of slope and grading at corners of buildings to ensure positive drainage away from the building. The use of cut or fill symbols in lieu of finish grade contours is not permitted.

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2.3 Pavement:

2.3.1 Reference:

2.3.1.1 TM 5-822-5, Pavement Design for Roads, Streets, Walks, and Open Storage Areas.

2.3.1.2 DG 1110-3-204, Design guide for Army and Air Force

Airfields, Pavements, Railroads, Storm Drainage and Earthwork.

2.3.1.3 TM 5-823-3, Rigid and Overlay Pavement Design.

2.3.1.4 TM 5-825-2, Flexible Pavement Design for Airfields.

2.3.1.5 TM 5-825-3, Rigid Pavements for Airfields.

2.3.1.6 TI 800-01, Design Criteria.

2.3.1.7 DG 1110-3-204,(AFP 88-71), Design Guide for Army

and Air Force Airfields, Pavements, Railroads, Storm Drainage and Earthwork.

2.3.2 Design:

2.3.2.1 General: The design of the pavement structure will

be accomplished by the district and the data will be furnished to the designer. This information will be attached to Part II - Civil, of the design analysis. TI 800- 01 outlines general engineering criteria for designing airfield pavements for facilities at Army installations.

2.3.2.2 Flexible Pavement: Design and details of

construction of flexible pavements shall be in accordance with TM 5-822-5, TM 5-825-2, and the details shown on the standard plates included in this chapter. Do not concentrate storm runoff on flexible pavement. If swales are necessary within flexible pavement, concrete valley drains shall be provided.

2.3.2.3 Rigid Pavement: Design and details of construction

of rigid pavement shall be in accordance with TM 5-822-5, TM 5-823-3, TM 5-825-3, DG 1110-3-204 and the details shown on the standard detail plates included in this chapter. A joint pattern will be provided for all rigid pavements. When

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more than one type of joint is used, the joint pattern shall clearly distinguish between types of joints and include a cross-reference to the appropriate joint detail shown elsewhere in the plans. The edge of rigid pavement where future construction will occur shall be a thickened edge for pavements 200mm or less in thickness, and shall be a keyed construction joint for pavements thicker than 200mm. The joint pattern shall provide sufficient vertical control information capable of providing accurate elevations for the setting of paving forms.

2.4 Storm Drainage:

2.4.1 Reference:

2.4.1.1 TM 5-820-1, Surface Drainage Facilities for

Airfields and Heliports.

2.4.1.2 TM 5-820-2, Subsurface Drainage Facilities for

Airfield pavement.

2.4.1.3 ETL 1110-3-345, Drainage Layers for Pavements.

2.4.1.4 TM 5-820-3, Drainage and Erosion Control Structures

for Airfields and Heliports.

2.4.1.5 TM 5-820-4, Drainage for Areas Other than Airfields.

2.4.1.6 U.S. Weather Bureau Technical Paper No. 40, May

1961, Rainfall Frequency Atlas of the United States for Durations from 30 minutes to 24 hours and return periods from 1 to 100 years.

2.4.1.7 NOAA Technical Memorandum NWS HYDRO-35, June 1977, Five to 60-minute Precipitation Frequency for the Eastern and Central United States.

2.4.1.8 Rainfall Intensity - Duration - Frequency Curves

available from the District Office.

No. Title Use At

1 Abilene, Texas Dyess AFB 2 Alamogordo, New Mexico Holloman AFB 3 Albuquerque, New Mexico Kirtland AFB

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4 Altus, Oklahoma Altus AFB 5 Amarillo, Texas 6 Austin, Texas Bergstrom AFB 7 Big Spring, Texas 8 Brownsville, Texas 9 Clovis, New Mexico Cannon AFB 10 Dallas, Texas 11 Del Rio, Texas Laughlin AFB 12 El Paso, Texas Fort Bliss 13 Fort Polk, Louisiana Fort Polk 14 Fort Smith, Arkansas Fort Chaffee 15 Fort Worth, Texas Carswell AFB 16 Gallup, New Mexico Fort Wingate 17 Houston, Texas Ellington AFB 18 Killeen, Texas Fort Hood 19 Las Cruces, New Mexico White Sands Missile Range 20 Lawton, Oklahoma Fort Sill 21 Little Rock, Arkansas Little Rock AFB Pine Bluff Arsenal 22 Lubbock, Texas Reese AFB 23 Memphis, Tennessee Blytheville AFB 24 Oklahoma City, Oklahoma Tinker AFB, Vance AFB 25 San Angelo, Texas Goodfellow AFB 26 San Antonio, Texas Brooks AFB, Fort Sam

Houston, Kelly AFB, Lackland AFB Randolph AFB 27 Santa Fe, New Mexico SantaFe National Cemetery 28 Shreveport, Louisiana Louisiana AAP Longhorn AAP 29 Texarkana, Arkansas Lone Star AAP Red River AAP 30 Wichita Falls, Texas Sheppard AFB

NOTE: For those areas not covered by the curves available from the District, references in paragraphs 2.4.1.6 and

2.4.1.7 will be used to obtain the rainfall intensity.

2.4.2 General: The design of storm drainage facilities for

airfields will be in accordance with TM 5-820-1 and TM 5-820-3. The design of storm drainage facilities for areas other than airfields shall be in accordance with TM 5-820-4, except as modified or supplemented by this chapter.

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Profiles shall be required for underground storm drainage systems and sections shall be required for culverts.

2.4.3 Determination of Rainfall Runoff:

2.4.3.1 Methods: Runoff from drainage areas of 2.6 km2 (1

square mile) or less will be determined by the use of the Rational Formula as defined below. For drainage areas larger than 2.6 km2 (1 square mile) when unit-hydrograph data is available or where detailed consideration of ponding is required, computation should be by unit-hydrograph and flow-routing procedures.

Rational Formula: Q = C(I-F)A, where

Q is the discharge in cubic feet per second C is the terrain factor I is the rainfall intensity in inches/hour F is the infiltration rate in inches/hour A is the drainage area in acres

TABLE II

MINIMUM VALUES FOR SOLVING FOR Q IN THE ABOVE EQUATION

Drainage Area tc C F (% Paved) (Minutes)

100 10 1.00 0.0

9O 11 .96 .O6

8O 12 .92 .12

70 13 .88 .l8

6O 14 .84 .24

50 15 .8O .30

40 16 .76 .36

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30 17 .72 .42

20 l8 .68 .48

10 19 .64 .54

0 20 .60 .6O

2.4.3.2 Design Storm Frequencies: Design storm frequencies

shall be in accordance with TM 5-820-1 or TM 5-820-4, as applicable.

2.4.3.3 Time of Concentration (tc): The nomograph shown on

Plate C73 in this chapter is recommended for use in determining the time of concentration. The minimum times of concentration for various surfaces are as follows: turfed areas, 20 minutes; paved areas, l0 minutes; roofed areas, 10 minutes. After the time of concentration has been determined, it will be used to determine the rainfall intensity (I) using Intensity Duration curves.

2.4.3.4 Design Discharge: For small drainage systems

(tc = 30 minutes/or less), "peak on peak" discharges shall be used to determine the design discharge; for large drainage systems (tc greater than 30 minutes) phased discharges shall be used for major trunk lines, and peak discharges for inlets and minor lines.

2.4.3.5 Calculations: Calculations used to determine the

discharge shall be tabulated on the form on Plate C-74 in Appendix A; or similar.

2.4.3.6 The Hydrologic Engineering Center (HEC) located at

Davis, California has developed computer programs to compute runoff using unit hydrograph procedures. Information on these and other programs that apply unit-hydrograph and flow-routing procedures can be obtained from the supervising district’s Hydrology and Hydraulics staff through the Technical Leader.

2.4.4 Drainage Systems:

2.4.4.1 General: The drainage system layout will be

designed to best meet the operational requirements of the

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facility. The system will be as economical as practicable, taking into consideration topography, ultimate development of drainage area, possible future extension, outfall locations, and coordination with existing drainage systems and other existing or future underground utilities.

2.4.4.2 Surface Systems:

2.4.4.2.1 Street Drainage: Street drainage will usually be

accomplished by the use of curb and gutter and curb inlets.

Curb gaps will be considered in areas where roadside ditches are used. The center one-third of the street should not convey runoff during the passing of the design storm.

Inverted crown sections for the streets shall not be used without prior approval. Curb inlets should not be located in the radius of street intersections, at curb returns, or where pedestrian traffic is most likely to occur.

2.4.4.2.2 Channels: The preferred minimum gradient shall

be 0.5% with an absolute minimum of 0.3%. Coefficients of roughness, "n", and maximum permissible velocities for various surfaces are listed in Table III.

2.4.4.2.3 POV Parking and Hardstands: Do not concentrate

the flow of storm runoff on asphalt pavement. Convey storm runoff within POV parking areas to perimeter curbs by sheetflow. If it becomes necessary to concentrate flow within the parking area, provide concrete paving at the swale flowline. Concentrated flow will not be permitted to flow from POV parking or hardstand areas onto adjacent gravel areas or turfed slopes. Sheetflow from parking areas and hardstands onto adjacent gravel or turfed areas must be examined for possible erosive effects. A recommended method for evaluation and prevention of such erosion is shown on Plate C-77 of this chapter. Due to the large size of hardstand areas at motorpools, runoff will normally be best managed by a design approach limiting the size of areas drained by sheetflow and intercepting runoff by drainage structures placed either within the hardstand or at the pavement edge. For motorpool-type projects at Fort Polk, this design approach is mandatory.

2.4.4.2.4 Culverts: The preferred gradient of culverts

shall be 0.5% with an absolute minimum of 0.3%. Concrete headwalls or end sections will be provided for all culverts.

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2.4.4.2.5 Sizing of Culverts: Culverts shall be designed

in accordance with TM 5-820-4, Appendix B. Inlet versus outlet control for culverts shall be determined and included in the Design Analysis. Engineering and Construction Bulletin No. 2002-18, issued 10 July 2002, should be used for selecting Manning’s coefficient (n-value) for culverts.

Note that the Engineering and Construction Bulletin is posted on the Tech Info Website (http://www.hnd.usace.army.mil/techinfo.Ecbull.htm).

TABLE III

SUGGESTED COEFFICIENTS OF ROUGHNESS ("n") AND MAXIMUM

PERMISSIBLE MEAN VELOCITIES FOR OPEN CHANNELS, DITCHES AND

SWALES IN MILITARY CONSTRUCTION

Maximum Mean MATERIAL Manning's "n" Velocity(mps) Concrete, with surfaces as indicated:

Formed, no finish ------------- .015 --- Trowel finish ----------------- .012 --- Float finish ------------------ .013 * Gunite, good surface --------- .020 *

Concrete, bottom float finished, sides as indicated:

Cement rubble masonry .030 * Cement rubble masonry, plastered .024 *

Rubble lined, uniform section 0.035-0.045 2.13-3.96

Asphalt:

Smooth 0.013 3.05 Rough 0.016 2.44-2.74

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TABLE III (CONT'D)

Maximum Mean MATERIAL Manning's "n" Velocity(mps)

Earth, uniform section:

Sandy silt, weathered 0.035 0.61 Silt clay 0.030 1.07 Soft shale 0.035 1.07 Clay 0.030 1.83 Soft sandstone 0.040 2.44 Gravelly soil, clean 0.040 1.83

Natural earth, with vegetation 0.035-0.150 1.22 - **

* Velocities should be less than critical and based on cross section shape and slope of channel.

** For projects at Fort Polk, velocity shall not exceed 1.2 mps.

NOTE:

Selection of "n" values should reflect anticipated maintenance conditions and the selection of maximum permissible mean velocity should reflect conditions to be expected following construction.

2.4.4.3 Underground Systems:

2.4.4.3.1 General: Whenever possible, pipe crowns will be

matched in elevations. Profiles of pipes should show all existing and new underground utilities and pertinent surface features. The minimum pipe gradient shall be 0.3%, and piping should be designed to provide a minimum velocity of

0.75 mps and limit outfall velocities to non-erosive values (usually 1.2 to 1.8 mps depending upon soil types). If non-erosive velocities cannot be attained, erosion protection shall be provided.

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2.4.4.3.2 Sizing of Inlets: The design of surface inlets

and curb inlets shall be in accordance with TM 5-820-4.

2.4.4.3.3 Sizing of Pipes: New underground storm drainage

pipes shall be sized by computation of backwater surface profiles, using a form similar to form shown on Plate C-75 in Appendix A of this chapter. The minimum, pipe size shall be 305 millimeters (12 inches), unless the pipe is a part of the roof drain system, in which case the minimum size of laterals and collector pipes is 102 millimeters (4 inch).

Materials for drainage and collector pipes shall conform with guide specification requirements. The following notes are furnished concerning use of the form:

- Calculations will begin at the lower end of the new system. Determine the elevation of the water surface at the outfall, or assume that the hydraulic gradient is at the crown of the pipe, whichever is higher.

- If the hydraulic gradient goes below the invert of a section of pipe, at the next structure upstream, set the hydraulic gradient elevation equal to the critical depth of the downstream pipe or the hydraulic gradient elevation, whichever is greater.

- To determine the loss coefficient "K" at structures (Column 11), allow a loss of 0.10 for each of the following:

... Manhole or inlet structure ... Each additional incoming line ... Inflow at the structure (surface inlet, etc.)

... Change in pipe alignment ... Change in pipe slope ... Change in pipe size

- Designers are warned that the coefficient of friction "n" varies significantly for the various piping materials listed in the specifications. The designer shall verify that pipes are properly sized for all piping materials included in the project specifications. Separate backwater computations should be performed for concrete and unlined corrugated metal pipes to ensure that pipe sizes are compatible with material options. Variations in pipe sizes

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required by such computations shall be indicated on the plans.

- When phasing of discharges is required (see paragraph 2.4.3.4), computations shall be tabulated on a form similar to Plate C-76 in appendix A to this chapter.

2.4.4.4 Subsurface Drainage: The district will usually be

aware of field conditions requiring subsurface drainage and will provide the designer with sufficient soil and flow information to design the system. Design of such facilities will be in accordance with TM 5-820-2 and ETL 1110-3-535.

2.4.4.5 Roof Drainage: Downspouts will be connected to an

underground collection system whenever a new or existing underground storm drainage system is in the vicinity of the new facility. Storm water will not be discharged into sanitary sewers. Grading adjacent to structures shall direct storm water discharged from downspouts onto splash blocks away from the structure, and protective measures will be provided where down spouts discharge onto erosion susceptible soils or gravel surfaces.

2.5 Outside Utility Systems:

2.5.1 Reference:

2.5.1.1 HQUSACE Architectural and Engineering Instructions

- Design Criteria (USACE AEI).

2.5.1.2 MIL-HDBK-1008C, Fire Protection for Facilities

2.5.1.3 TM 5-813-1, Water Supply, Sources and General

Considerations.

2.5.1.4 TM 5-813-3, Water Supply, Water Treatment.

2.5.1.5 TM 5-813-4, Water Supply, Water Storage.

2.5.1.6 TM 5-813-5, Water Supply, Water Distribution

Systems.

2.5.1.7 TM 5-814-1, Sanitary and Industrial Wastewater

Collection - Gravity Sewers and Appurtenances.

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2.5.1.8 TM 5-8l4-2, Sanitary and Industrial Collection -

Pumping Stations and Force Mains.

2.5.1.9 TM 5-814-3, Domestic Wastewater Treatment.

2.5.1.10 TM 5-848-1, Gas Distribution.

2.5.1.11 TM 5-848-2, Handling of Aircraft and Automotive

Fuels.

2.5.1.12 TM 5-630, Natural Resources and Land Management.

2.5.1.13 ASCE - Manual and Reports on Engineering Practice, No. 37, Design and Construction of Sanitary and Storm Sewers.

2.5.2 General:

2.5.2.1 No main, principal line, or part of a utility

system should be located or sized without first considering future construction as proposed by the master plan.

Extensions of existing utility mains should take future loads into consideration to evaluate the cost of overbuilding.

2.5.2.2 Most utility services in built-up areas shall be

underground, with the possible exception in warehouse and industrial areas where above ground service will not conflict with the architectural character.

2.5.2.3 TI 800-01 outlines general criteria for siting of

utilities for facilities at Army installations.

2.5.3 Locations:

2.5.3.1 Underground utility lines such as sanitary sewer, water, and gas, should not be placed under existing or proposed pavements, but preferably between back slope of road ditch and building, or back of curb. Such utilities may also be located along approximate centerline of larger blocks.